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CHAPTER 41

SWIMMING POOLS

SECTION R4101PRIVATE SWIMMING POOLS

R4101.1 Definitions, general.

R4101.1.1 Tense, gender and number. For the purpose of

this code, certain abbreviations, terms, phrases, words, and

their derivatives shall be construed as set forth in this sec-

tion. Words used in the present tense include the future.

Words in the masculine gender include the feminine and

neuter. Words in the feminine and neuter gender include the

masculine. The singular number includes the plural and the

plural number includes the singular.

R4101.1.2 Words not defined. Words not defined herein

shall have the meanings stated in the Florida Building Code,

Building; Florida Building Code, Mechanical; Florida

Building Code, Plumbing; Florida Building Code, Fuel

Gas; or Florida Fire Prevention Code. Words not defined in

the Florida Building Code shall have the meanings stated in

the Webster’s Third New International Dictionary of the

English Language Unabridged.

R4101.2 Definitions.

ABOVEGROUND/ONGROUND POOL. See “Swimming

Pool.”

ADMINISTRATIVE AUTHORITY. The individual offi-

cial, board, department or agency established and authorized

by a state, county, city or other political subdivision created by

law to administer and enforce the provisions of the swimming

pool code as adopted or amended.

APPROVED. Accepted or acceptable under an applicable

specification stated or cited in this code, or accepted as suitable

for the proposed use under procedures and power of the admin-

istrative authority.

APPROVED SAFETY COVER. A manually or power-ap-

plied safety pool cover that meets all of the performance stan-

dards of the ASTM International in compliance with ASTM F

1346.

APPROVED TESTING AGENCY. An organization primar-

ily established for the purpose of testing to approved standards

and approved by the administrative authority.

BACKWASH PIPING. See “Filter waste discharge piping.”

BARRIER. A fence, dwelling wall or nondwelling wall or any

combination thereof which completely surrounds the swim-

ming pool and obstructs access to the swimming pool, espe-

cially access from the residence or from the yard outside the

barrier.

BODY FEED. Filter aid fed into a diatomite-type filter

throughout the filtering cycle.

CARTRIDGE FILTER. A filter using cartridge type filter el-

ements.

CHEMICAL PIPING. Piping which conveys concentrated

chemical solutions from a feeding apparatus to the circulation

piping.

CIRCULATION PIPING SYSTEM. Piping between the

pool structure and the mechanical equipment. Usually includes

suction piping, face piping and return piping.

COMBINATION VALVE. A multipart valve intended to

perform more than one function.

DESIGN HEAD. Total head requirement of the circulation

system at the design rate of flow.

DIATOMITE (DIATOMACEOUS EARTH). A type of fil-

ter aid.

DIATOMITE TYPE FILTER. A filter designed to be used

with filter aid.

DIRECT ACCESS FROM THE HOME. Means any open-

ing which discharges into the “perimeter” of the pool or any

opening in an exterior dwelling wall, or interior wall (for in-

door pools) which faces the pool.

EXIT ALARM. A device that makes audible, continuous

alarm sounds when any door or window which permits access

from the residence to any pool that is without an intervening

enclosure is opened or left ajar.

FACE PIPING. Piping, with all valves and fittings, which is

used to connect the filter system together as a unit.

FILTER. Any apparatus by which water is clarified.

FILTER AID. A nonpermanent type of filter medium or aid

such as diatomite, alum, etc.

FILTER CARTRIDGE. A disposable or renewable filter ele-

ment which generally employs no filter aid.

FILTER ELEMENT. That part of a filter which retains the

filter medium.

FILTER MEDIUM. Fine material which entraps the sus-

pended particles and removes them from the water.

FILTER RATE. Average rate of flow per square foot of filter

area.

FILTER ROCK. Specially graded rock and gravel used to

support filter sand.

FILTER SAND. A specially graded type of permanent filter

medium.

FILTER SEPTUM. That part of the filter element in a diato-

mite type filter upon which a cake of diatomite or other nonper-

manent filter aid may be deposited.

FILTER WASTE DISCHARGE PIPING. Piping that con-

ducts waste water from a filter to a drainage system. Connec-

tion to drainage system is made through an air gap or other

approved methods.

2007 FLORIDA BUILDING CODE—RESIDENTIAL 41.1

FRESH WATER. Those waters having a specific conductiv-

ity less than a solution containing 6,000 ppm of sodium chlo-

ride.

HIGH RATE SAND FILTER. A sand filter designed for

flows in excess of 5 gpm per square feet.

HOT TUB. See “Swimming pool.”

INGROUND POOL. See “Swimming pool.”

INLET FITTING. Fitting or fixture through which circulated

water enters the pool.

MAIN SUCTION OUTLET. Outlet at the deep portion of the

pool through which the main flow of water leaves the pool

when being drained or circulated.

MEDICALLY FRAIL ELDERLY PERSON. Means any

person who is at least 65 years of age and has a medical prob-

lem that affects balance, vision, or judgment, including but not

limited to a heart condition, diabetes, or Alzheimer’s disease or

any related disorder.

MESH SAFETY BARRIER. A combination of materials, in-

cluding fabric, posts, and other hardware to form a barrier

around a swimming pool.

POOL. See “Swimming pool.”

POOL DEPTHS. The distance between the floor of pool and

the maximum operating water level.

POOL PERIMETER. A pool perimeter is defined by the lim-

its of the pool deck, its surrounding area including yard area on

same property, and any dwelling or nondwelling wall or any

combination thereof which completely surrounds the pool.

POOL PLUMBING. All chemical, circulation, filter waste

discharge piping, deck drainage and water filling system.

PORTABLE POOL. A prefabricated pool which may be

erected at the point of intended use and which may be subse-

quently disassembled and reerected at a new location. Gener-

ally installed on the surface of the ground and without

excavation.

PRECOAT. In a diatomite-type filter, the initial coating or fil-

ter aid placed on the filter septum at the start of the filter cycle.

RAPID SAND FILTER. A filter designed to be used with

sand as the filter medium and for flows not to exceed 5 gpm per

square feet.

RECEPTOR. An approved plumbing fixture or device of

such material, shape and capacity as to adequately receive the

discharge from indirect waste piping, so constructed and lo-

cated as to be readily cleaned.

RESIDENTIAL. Means situated on the premises of a de-

tached one-family or two-family dwelling or a one-family

townhouse not more than three stories high.

RETURN PIPING. That portion of the circulation piping

which extends from the outlet side of the filters to the pool.

SALINE WATER. Those waters having a specific conductiv-

ity in excess of a solution containing 6,000 ppm of sodium

chloride.

SEPARATION TANK. A device used to clarify filter rinse or

waste water. Sometimes called a reclamation tank.

SKIM FILTER. A surface skimmer combined with a vacuum

diatomite filter.

SPA, NONPORTABLE. See “Swimming pool.”

SPA, PORTABLE. Nonpermanent structure intended for rec-

reational bathing, in which all controls and water heating and

water circulating equipment are an integral part of the product

and which is cord-connected and not permanently electrically

wired.

SUCTION PIPING. That portion of the circulation piping lo-

cated between the pool structure and the inlet side of the pump

and usually includes main outlet piping, skimmer piping, vac-

uum piping and surge tank piping.

SURFACE SKIMMER. A device generally located in the

pool wall which skims the pool surface by drawing pool water

over a self adjusting weir.

SWIMMING POOL, PRIVATE. Any structure, located in a

residential area, that is intended for swimming or recreational

bathing and contains water over 24 inches (610 mm) deep in-

cluding but not limited to inground, aboveground, and

onground swimming pools, hot tubs, and nonportable spas.

SWIMMING POOL, INDOOR. A swimming pool which is

totally contained within a structure and surrounded on all four

sides by walls of said structure.

SWIMMING POOL, OUTDOOR. Any swimming pool

which is not an indoor pool.

SWIMMING POOL, PUBLIC. A water-tight structure of

concrete, masonry, fiberglass, stainless steel or plastic which is

located either indoors or outdoors, used for bathing or swim-

ming by humans, and filled with a filtered and disinfected wa-

ter supply, together with buildings, appurtenances and

equipment used in connection therewith. A public swimming

pool or public pool shall mean a conventional pool, spa-type

pool, wading pool, special purpose pool or water recreation at-

traction, to which admission may be gained with or without

payment of a fee and includes, pools operated by or serving

camps, churches, cities, counties, day care centers, group home

facilities for eight or more clients, health spas, institutions,

parks, state agencies, schools, subdivisions; or the cooperative

living-type projects of five or more living units, such as apart-

ments, boarding houses, hotels, mobile home parks, motels,

recreational vehicle parks and townhouses.

SWIMMING POOL, RESIDENTIAL. See “Swimming

pool, private.”

TURNOVER TIME. The time in hours required for the circu-

lation system to filter and recirculate a volume of water equal to

the pool volume.

VACUUM FITTING. A fitting in the pool which is used as a

convenient outlet for connecting the underwater suction clean-

ing equipment.

VACUUM PIPING. The piping from the suction side of a

pump connected to a vacuum fitting located at the pool and be-

low the water level.

WASTE PIPING. See “Filter waste discharge piping.”

WIDTH AND/OR LENGTH. Actual water dimension taken

from wall to wall at the maximum operating water level.

41.2 2007 FLORIDA BUILDING CODE—RESIDENTIAL

SWIMMING POOLS

YOUNG CHILD. Means any person under the age of six

years.

R4101.3 Mechanical requirements. Unless otherwise speci-

fied in this code, all piping, equipment and materials used in the

process piping system of swimming pools that are built in place

shall conform to the Florida Building Code, Plumbing.

R4101.4 Approvals.

R4101.4.1 Compliance. All materials, piping, valves,

equipment or appliances entering into the construction of

swimming pools or portions thereof shall be of a type com-

plying with this code or of a type recommended and ap-

proved by a nationally recognized testing agency or

conforming to other recognized standards acceptable to the

administrative authority.

R4101.4.2 Items not covered. For any items not specifi-

cally covered in these requirements, the administrative au-

thority is hereby authorized to require that all equipment,

materials, methods of construction and design features shall

be proven to function adequately, effectively and without

excessive maintenance and operational difficulties.

R4101.4.3 Applicant responsibility. It shall be the respon-

sibility of the applicant to provide such data, tests or other

adequate proof that the device, material or product will sat-

isfactorily perform the function for which it is intended, be-

fore such item shall be approved or accepted for tests.

R4101.5 Alternate materials and methods of construction.

R4101.5.1 Approval and authorization. The provisions

of this code are not intended to prevent the use of any alter-

nate material, method of construction, appliance or equip-

ment, provided any such alternate has been first approved

and its use authorized by the administrative authority.

R4101.5.2 Required tests. When there is insufficient evi-

dence to substantiate claims for alternates, the administra-

tive authority may require tests, as proof of compliance, to

be made by an approved agency at the expense of the appli-

cant.

R4101.6 Engineering design.

R4101.6.1 Conformance standard. Design, construction

and workmanship shall be in conformity with the require-

ments of ANSI/NSPI 3; ANSI/NSPI 4; ANSI/NSPA 5;

ANSI/NSPI 6; and ANSI/APSP 7.

R4101.6.2 Required equipment. Every swimming pool

shall be equipped complete with approved mechanical

equipment consisting of filter, pump, piping valves and

component parts.

Exception: Pools with a supply of fresh water equivalent

to the volume of the pool in the specified turnover time

will be allowed.

R4101.6.3 Water velocity. Pool piping shall be designed so

the water velocity will not exceed 10 feet per second (3048

mm/s) for pressure piping and 8 feet per second (2438

mm/s) for suction piping, except that the water velocity

shall not exceed 8 feet per second (2438 mm/s) in copper

tubing. Main suction outlet velocity must comply with

ANSI/APSP 7.

Exception: Jet inlet fittings shall not be deemed subject

to this requirement.

R4101.6.4 Piping to heater. Water flow through the heater,

any bypass plumbing installed, any back-siphoning protec-

tion, and the use of heat sinks shall be done in accordance

with the manufacturer’s recommendations.

R4101.6.5 Piping installation. All piping materials shall

be installed in strict accordance with the manufacturer’s in-

stallation standards.

Exception: Primer and glue on exposed aboveground

piping not required to be colored.

R4101.6.6 Entrapment protection for suction outlets shall

be installed in accordance with requirements of

ANSI/APSP 7.

R4101.7 Pumps.

R4101.7.1 Strainer. Pool circulating pumps shall be

equipped on the inlet side with an approved type hair and

lint strainer when used with a pressure filter.

R4101.7.2 Installation. Pumps shall be installed in accor-

dance with manufacturer recommendations.

R4101.7.3 Capacity. Pumps shall have design capacity at

the following heads.

1. Pressure Diatomaceous Earth–At least 60 feet (18

288 mm).

2. Vacuum Diatomaceous Earth–20-inch (508 mm)

vacuum on the suction side and 40-foot (12 192 mm)

total head.

3. Rapid Sand–At least 45 feet (13 716 mm).

4. High Rate Sand–At least 60-feet (18 288 mm).

R4101.7.4 Materials. Pump impellers, shafts, wear rings

and other working parts shall be of corrosion-resistant ma-

terials.

R4101.8 Valves.

R4101.8.1 General. Valves shall be made of materials that

are approved in the Florida Building Code, Plumbing.

Valves located under concrete slabs shall be set in a pit hav-

ing a least dimension of five pipe diameters with a minimum

of at least 10 inches (254 mm) and fitted with a suitable

cover. All valves shall be located where they will be readily

accessible for maintenance and removal.

R4101.8.2 Full-way (gate) valves. Full-way valves shall

be installed to insure proper functioning of the filtration and

piping system. When the pump is located below the over-

flow rim of the pool, a valve shall be installed on the dis-

charge outlet and the suction line.

R4101.8.3 Check valves. Where check valves are installed

they shall be of the swing, spring or vertical check patterns.

R4101.8.4 Combination valves. Combination valves shall

be installed per manufacturer’s installation instructions.

R4101.9 Water supply. Unless an approved type of filling

system is installed, any water supply which in the judgment of

the administrative authority may be used to fill the pool, shall

be equipped with backflow protection. No over the rim fill


SWIMMING POOLS

spout shall be accepted unless located under a diving board, or

properly guarded.

R4101.10 Waste water disposal.

R4101.10.1 Connection limitations. Direct or indirect

connections shall not be made between any storm drain,

sewer, drainage system, seepage pit underground leaching

pit, or subsoil drainage line, and any line connected to a

swimming pool unless approved by the administrative au-

thority.

R4101.10.2 Disposal through public sewer. When the

waste water from a swimming pool is to be disposed of

through a public sewer, a 3-inch (76 mm) P-trap shall be in-

stalled on the lower terminus of the building drain and the

tall piece from the trap shall extend a minimum of 3-inches

(76 mm) above finished grade and below finished floor

grade. This trap need not be vented. The connection be-

tween the filter waste discharge piping and the P-trap shall

be made by means of an indirect connection.

R4101.10.3 Deviations. Plans and specifications for any

deviation from the above manner of installation shall first be

approved by the administrative authority before any portion

of any such system is installed. When waste water disposal

is to seepage pit installation, it shall be installed in accor-

dance with the approval granted by the administrative au-

thority.

R4101.11 Separation tank. A separation tank of an approved

type may be used in lieu of the aforementioned means of waste

water disposal when connected as a reclamation system.

R4101.12 Tests.

R4101.12.1 Pressure test. All pool piping shall be tested

and proved tight to the satisfaction of the administrative au-

thority, under a static water or air pressure test of not less

than 35 pounds per square inch (psi) (241 kPa) for 15 min-

utes.

Exception: Circulating pumps need not be tested as re-

quired in this section.

R4101.12.2 Drain and waste piping. All drain and waste

piping shall be tested by filling with water to the point of

overflow and all joints shall be tight.

R4101.13 Drain piping.

R4101.13.1 Slope to discharge. Drain piping serving grav-

ity overflow gutter drains and deck drains shall be installed

to provide continuous grade to point of discharge.

R4101.13.2 Joints and connections. Joints and connec-

tions shall be made as required by the Florida Building

Code, Plumbing.

R4101.14 Water heating equipment.

R4101.14.1 Labels. Swimming pool water heating equip-

ment shall conform to the design, construction and installa-

tion requirements in accordance with accepted engineering

practices and shall bear the label of a recognized testing

agency, and shall include a consideration of combustion air,

venting and gas supply requirements for water heaters.

R4101.14.2 Water retention. If a heater is not equipped or

designed for an approved permanent bypass or antisiphon

device, an approved permanent bypass or antisiphon device

shall be installed to provide a positive means of retaining

water in the heater when the pump is not in operation.

R4101.14.3 Pit drainage. When the heater is installed in a

pit, the pit shall be provided with approved drainage facili-

ties.

R4101.14.4 Connections. All water heating equipment

shall be installed with flanges or union connection adjacent

to the heater.

R4101.14.5 Relief valve. When water heating equipment

which is installed in a closed system has a valve between the

appliance and the pool, a pressure relief valve shall be in-

stalled on the discharge side of the water heating equipment.

For units up to and including 200,000 Btu/hour input, the re-

lief valve shall be rated by the American Gas Association.

R4101.15 Gas piping. Gas piping shall comply with the

Florida Building Code, Fuel Gas.

R4101.16 Electrical. Electrical wiring and equipment shall

comply with Chapter 27 of the Florida Building Code.

R4101.17 Residential swimming barrier requirement. Res-

idential swimming pools shall comply with Sections

R4101.17.1 through R4101.17.3.

Exception: A swimming pool with an approved safety pool

cover complying with ASTM F 1346.

R4101.17.1 Outdoor swimming pools. Outdoor swim-

ming pools shall be provided with a barrier complying with

R4101.17.1.1 through R4101.17.1.14.

R4101.17.1.1 The top of the barrier shall be at least 48

inches (1219 mm) above grade measured on the side of

the barrier which faces away from the swimming pool.

The maximum vertical clearance between grade and the

bottom of the barrier shall be 2 inches (51 mm) measured

on the side of the barrier which faces away from the

swimming pool. Where the top of the pool structure is

above grade the barrier may be at ground level or

mounted on top of the pool structure. Where the barrier is

mounted on top of the pool structure, the maximum verti-

cal clearance between the top of the pool structure and

the bottom of the barrier shall be 4 inches (102 mm).

R4101.17.1.2 The barrier may not have any gaps, open-

ings, indentations, protrusions, or structural components

that could allow a young child to crawl under, squeeze

through, or climb over the barrier as herein described be-

low. One end of a removable child barrier shall not be re-

movable without the aid of tools. Openings in any barrier

shall not allow passage of a 4-inch-diameter (102 mm)

sphere.

R4101.17.1.3 Solid barriers which do not have openings

shall not contain indentations or protrusions except for

normal construction tolerances and tooled masonry

joints.

R4101.17.1.4 Where the barrier is composed of horizon-

tal and vertical members and the distance between the

tops of the horizontal members is less than 45 inches

(1143 mm), the horizontal members shall be located on

the swimming pool side of the fence. Spacing between


SWIMMING POOLS

vertical members shall not exceed 13/4 inches (44 mm) in

width. Where there are decorative cutouts within vertical

members, spacing within the cutouts shall not exceed 13/4

inches (44 mm) in width.

R4101.17.1.5 Where the barrier is composed of horizon-

tal and vertical members and the distance between the

tops of the horizontal members is 45 inches (1143 mm)

or more, spacing between vertical members shall not ex-

ceed 4 inches (102 mm). Where there are decorative cut-

outs within vertical members, spacing within the cutouts

shall not exceed 13/4 inches (44 mm) in width.

R4101.17.1.6 Maximum mesh size for chain link fences

shall be a 21/4 inch square (57 mm) unless the fence is

provided with slats fastened at the top or bottom which

reduce the openings to no more than 13/4 inches (44 mm).

R4101.17.1.7 Where the barrier is composed of diagonal

members, the maximum opening formed by the diagonal

members shall be no more than 13/4 inches (44 mm).

R4101.17.1.8 Access gates, when provided, shall be

self-closing and shall comply with the requirements of

Sections R4101.17.1.1 through R4101.17.1.7 and shall

be equipped with a self-latching locking device located

on the pool side of the gate. Where the device release is

located no less than 54 inches (1372 mm) from the bot-

tom of the gate, the device release mechanism may be lo-

cated on either side of the gate and so placed that it cannot

be reached by a young child over the top or through any

opening or gap from the outside. Gates that provide ac-

cess to the swimming pool must open outward away

from the pool. The gates and barrier shall have no open-

ing greater than 1/2 inch (12.7 mm) within 18 inches (457

mm) of the release mechanism.

R4101.17.1.9 Where a wall of a dwelling serves as part

of the barrier, one of the following shall apply:

1. All doors and windows providing direct access

from the home to the pool shall be equipped with

an exit alarm complying with UL 2017 that has a

minimum sound pressure rating of 85 dB A at 10

feet (3048 mm). The exit alarm shall produce a

continuous audible warning when the door and its

screen are opened. The alarm shall sound immedi-

ately after the door is opened and be capable of be-

ing heard throughout the house during normal

household activities. The alarm shall be equipped

with a manual means to temporarily deactivate the

alarm for a single opening. Such deactivation shall

last no more than 15 seconds. The deactivation

switch shall be located at least 54 inches (1372

mm) above the threshold of the door. Separate

alarms are not required for each door or window if

sensors wired to a central alarm sound when con-

tact is broken at any opening.

Exceptions:

a. Screened or protected windows having a bot-

tom sill height of 48 inches (1219 mm) or more

measured from the interior finished floor at the

pool access level.

b. Windows facing the pool on floor above the

first story.

c. Screened or protected pass-through kitchen

windows 42 inches (1067 mm) or higher with a

counter beneath.

2. All doors providing direct access from the home to

the pool must be equipped with a self-closing,

self-latching device with positive mechanical

latching/locking installed a minimum of 54 inches

(1372 mm) above the threshold, which is approved

by the authority having jurisdiction.

R4101.17.1.10 Where an aboveground pool structure is

used as a barrier or where the barrier is mounted on top of

the pool structure, and the means of access is a ladder or

steps, the ladder or steps either shall be capable of being

secured, locked or removed to prevent access, or the lad-

der or steps shall be surrounded by a barrier which meets

the requirements of Sections R4101.17.1.1 through

R4101.17.1.9 and Sections R4101.17.1.12 through

R4101.17.1.14. When the ladder or steps are secured,

locked or removed, any opening created shall not allow

the passage of a 4-inch-diameter (102 mm) sphere.

R4101.17.1.11 Standard screen enclosures which meet

the requirements of Section R4101.17 may be utilized as

part of or all of the “barrier” and shall be considered a

“nondwelling” wall. Removable child barriers shall have

one end of the barrier nonremovable without the aid of

tools.

R4101.17.1.12 The barrier must be placed around the

perimeter of the pool and must be separate from any

fence, wall, or other enclosure surrounding the yard un-

less the fence, wall, or other enclosure or portion thereof

is situated on the perimeter of the pool, is being used as

part of the barrier, and meets the barrier requirements of

this section.

R4101.17.1.13 Removable child barriers must be placed

sufficiently away from the water’s edge to prevent a

young child or medically frail elderly person who may

manage to penetrate the barrier from immediately falling

into the water. Sufficiently away from the water’s edge

shall mean no less than 20 inches (508 mm) from the bar-

rier to the water’s edge. Dwelling or nondwelling walls

including screen enclosures, when used as part or all of

the “barrier” and meeting the other barrier requirements,

may be as close to the water’s edge as permitted by this

code.

R4101.17.1.14 A wall of a dwelling may serve as part of

the barrier if it does not contain any door or window that

opens to provide direct access from the home to the

swimming pool.

R4101.17.1.14.1 Adjacent waterways. Permanent

natural or permanent man-made features such as

bulkheads, canals, lakes, navigable waterways, etc.,

adjacent to a public or private swimming pool or spa

may be permitted as a barrier when approved by the

authority having jurisdiction. When evaluating such

barrier features, the authority may perform on-site in-


SWIMMING POOLS

spections and review evidence such as surveys, aerial

photographs, water management agency standards

and specifications, and any other similar documenta-

tion to verify, at a minimum, the following:

1. The barrier feature is not subject to natural

changes, deviations, or alterations and is capa-

ble of providing an equivalent level of protec-

tion as that provided by the code.

2. The barrier feature clearly impedes, prohibits

or restricts access to the swimming pool or spa.

R4101.17.1.15 A mesh safety barrier meeting the re-

quirements of Section R4101.17 and the following mini-

mum requirements shall be considered a barrier as

defined in this section:

1. Individual component vertical support posts shall

be capable of resisting a minimum of 52 pounds

(229 N) of horizontal force prior to breakage when

measured at a 36-inch (914 mm) height above

grade. Vertical posts of the child mesh safety bar-

rier shall extend a minimum of 3 inches (76 mm)

below deck level and shall be spaced no greater

than 36 inches (914 mm) apart.

2. The mesh utilized in the barrier shall have a mini-

mum tensile strength according to ASTM D 5034

of 100 lbf., and a minimum ball burst strength ac-

cording to ASTM D 3787 of 150 lbf. The mesh

shall not be capable of deformation such that a1/4-inch (6.4 mm) round object could pass through

the mesh.

The mesh shall receive a descriptive performance

rating of no less than “trace discoloration” or

“slight discoloration” when tested according to

ASTM G 53 (Weatherability, 1,200 hours).

3. When using a molding strip to attach the mesh to

the vertical posts, this strip shall contain, at a mini-

mum, #8 by 1/2-inch (12.7 mm) screws with a mini-

mum of two screws at the top and two at the bottom

with the remaining screws spaced a maximum of 6

inches (152 mm) apart on center.

4. Patio deck sleeves (vertical post receptacles)

placed inside the patio surface shall be of a

nonconductive material.

5. A latching device shall attach each barrier section

at a height no lower than 45 inches (11 613 mm)

above grade. Common latching devices that in-

clude, but are not limited to, devices that provide

the security equal to or greater than that of a hook

and eye type latch incorporating a spring actuated

retaining lever (commonly referred to as a safety

gate hook).

6. The bottom of the child mesh safety barrier shall

not be more than 1 inch (25 mm) above the deck or

installed surface (grade).

R4101.17.2 Indoor swimming pools. All walls surround-

ing indoor swimming pools shall comply with Section

R4101.17.1.9.

R4101.17.3 Prohibited locations. A barrier may not be lo-

cated in a way that allows any permanent structure, equip-

ment, or window that opens to provide access from the

home to the swimming pool.

R4101.18 Ladders and steps. All pools whether public or pri-

vate shall be provided with a ladder or steps in the shallow end

where water depth exceeds 24 inches (610 mm). In private

pools where water depth exceeds 5 feet (1524 mm), there shall

be ladders, stairs or underwater benches/swimouts in the deep

end. Where manufactured diving equipment is to be used,

benches or swimouts shall be recessed or located in a corner.

Exception: In private pools having more than one shallow

end, only one set of steps are required. A bench, swim-out

or ladder may be used at all additional shallow ends in lieu

of an additional set of steps.

R4101.19 Final inspection. Final electrical, and barrier code,

inspection shall be completed prior to filling the pool with wa-

ter.

Exception: Vinyl liner and fiberglass pools are required to

be filled with water upon installation.

R4101.20 Filters. Components shall have sufficient capacity

to provide a complete turnover of pool water in 12 hours or less.

R4101.20.1 Sand filters.

R4101.20.1.1 Approved types. Rapid sand filters (flow

up to 5 gpm per square foot) shall be constructed in ac-

cordance with approved standards. Where high rate sand

filters (flow in excess of 5 gpm per square foot) are used,

they shall be of an approved type. The circulation system

and backwash piping shall be adequate for proper back-

washing of said filter and shall provide backwash flow

rates of at least 12 gpm per square foot or rapid sand fil-

ters or 15 gpm per square foot or high rate sand filters.

R4101.20.1.2 Instructions. Every filter system shall be

provided with written operating instructions.

R4101.20.1.3 Filter system equipment. On pressure

type filters, a means shall be provided to permit the re-

lease of internal pressure. A filter incorporating an auto-

matic internal air release as its principal means of air

release shall have lids which provide a slow and safe re-

lease of pressure as part of its design. A separation tank

used in conjunction with a filter tank shall have as part of

its design a manual means of air release or a lid which

provides a slow and safe release of pressure as it is

opened.

R4101.20.2 Diatomite type filters.

R4101.20.2.1 Design. Diatomite-type filters shall be de-

signed for operation under either pressure or vacuum.

The design capacity for both pressure and vacuum filters

shall not exceed 2 gpm per square foot of effective filter

area.

R4101.20.2.2 Filter aid. Provision shall be made to in-

troduce filter aid into the filter in such a way as to evenly

precoat the filter septum.

R4101.21 Pool fittings.


SWIMMING POOLS

R4101.21.1 Approved type. Pool fittings shall be of an ap-

proved type and design as to be appropriate for the specific

application.

R4101.21.2 Skimmers. Approved surface skimmers are re-

quired and shall be installed in strict accordance with the

manufacturer’s installation instructions. Skimmers shall be

installed on the basis of one per 800 square feet (74 m2) of

surface area or fraction thereof, and shall be designed for a

flow rate of at least 25 gallons per minute (gpm) (1.6 L/s)

per skimmer.

R4101.21.3 Main outlet. An approved main outlet, when

provided, shall be located on a wall or floor at or near the

deepest point in the pool for emptying or circulation, or

both, of the water in the pool.

R4101.21.4 Hydrostatic relief device. In areas of antici-

pated water table an approved hydrostatic relief device shall

be installed.

Exception: Plastic liner pools (where there is no struc-

tural bottom to the pool).

R4101.21.5 Inlet fittings. Approved manufactured inlet

fittings for the return of recirculated pool water shall be pro-

vided on the basis of at least one per 300 square feet (28 m2)

of surface area. Such inlet fittings shall be designed and con-

structed to insure an adequate seal to the pool structure and

shall incorporate a convenient means of sealing for pressure

testing of the pool circulation piping. Where more than one

inlet is required, the shortest distance between any two re-

quired inlets shall be at least 10 feet (3048 mm).

R4101.22 Equipment foundations and enclosures. All pool

motors and equipment shall be installed in compliance with the

manufacturers recommendations. All heating and electrical

equipment, unless approved for outdoor installation, shall be

adequately protected against the weather or installed within a

building.

R4101.23 Accessibility and clearances. Equipment shall be

so installed as to provide ready accessibility for cleaning, oper-

ating, maintenance and servicing.

SECTIONS E4102 through E4109RESERVED


SWIMMING POOLS

CHAPTER 42

CLASS 2 REMOTE-CONTROL, SIGNALINGAND POWER-LIMITED CIRCUITS

RESERVED

2007 FLORIDA BUILDING CODE–RESIDENTIAL 42.1

42.2 2007 FLORIDA BUILDING CODE–RESIDENTIAL

Part IX—Referenced Standards

CHAPTER 43

REFERENCED STANDARDS

This chapter lists the standards that are referenced in various sections of this document. The standards are listed herein by the

promulgating agency of the standard, the standard identification, the effective date and title, and the section or sections of this

document that reference the standard. The application of the referenced standard shall be as specified in Section R102.4.

Aluminum Association

900 19th Street N.W., Suite 300

Washington, DC 20006AAStandard Referenced

reference in code

number Title section number

ADM 1–00 Aluminum Design Manual, Specifications for Aluminum Structures, Allowable Stress Design,

Building, Load and Resistance Factor Design, Commentary on Allowable Stress Design,

Commentary on Building Load and Resistance Factor, Material Properties, Design Aids

and Illustrative Examples of Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4406.1.2

Aluminum Association of Florida, Inc

1650 South Dixie Highway, Suite 500

Boca Raton, Florida 33432AAFStandard Referenced

reference in code


AAF—07 Guide to Aluminum Construction in High Wind Areas 2007. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .2002.4.1

American Architectural Manufacturers Association

1827 Walden Office Square, Suite 550

Schaumburg, IL 60173AAMAStandard Referenced

reference in code


101/I.S2—97 Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors . . . . . . . . . . . . . . . . . R613.3.3.1,

R613.3.3.2, R4410.2.3.2.1

101/I.S2/NAFS—02 Voluntary Performance Specification for Windows, Skylights and Glass Doors . . . . . . . . . . . . . . R308.6.9, R613.3.1, 613.3.2,

R4410.2.3.2.1, R4412.1.2

AAMA/WDMA/CSA

101/I.S. 2/A440—05 Specifications for Windows, Doors and Unit Skylights . . . . . . . . . . . . . . . . . . . . . . R308.6.9, R613.3.1, R613.3.1.1, R613.3.2,

R613.4, R613.8.1, N1106.ABC.1.1, R4410.2.3.2.1

203—98 Procedural Guide for the Window Inspection and Notification System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4410.2.3.2.6

450—06 Voluntary Performance Rating Method for Mulled Fenestration Assemblies . . . . . . . . . . . . . R613.7.1, R613.7.1.2, R613.7.1.3

501—94 Methods of Test for Exterior Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4410.2.3.2.1

506—06 Voluntary Specifications for Hurricane Impact and Cycle Testing of Fenestration Products . . . . . . . . . . . . . . . . . . . R301.2.1.2

800–05 Voluntary Specifications and Test Methods for Sealants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R613.8.1, R616.2.2

812-04 Voluntary Practice for Assessment of Single Component Aerosol Expanding Polyurethane

Foams for Sealing Rough Openings of Fenestration Installations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R613.8.1, R616.2.2

1302—76 Voluntary Specifications for Forced-entry Resistant Aluminum Prime Windows . . . . . . . . . . . . . . . . . . . . . . . . . R4410.2.3.2.1

1402—86 Standard Specifications for Aluminum Siding, Soffit and Fascia . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R703.12.3

1600/I.S. 7—00 Voluntary Specifications for Skylights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4412.1.2

AAMA/NPEA/NSA 2100—02 Voluntary Specifications for Sunrooms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R301.2.1.1.2


Air Conditioning Contractors of America

2800 Shirlington Road, Suite 300

Arlington, VA 22206ACCAStandard Referenced

reference in code


ACCA Manual D-1995 Residential Duct Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.1

ACCA Manual J-2003 Residential Load Calculation, Eighth Edition with posted updates/errata . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N1107.ABC.1

301 Specifications for Structural Concrete for Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.2

American Concrete Institute

38800 Country Club Drive

Farmington Hills, MI 48333ACIStandard Referenced

reference in code


117 Standard Tolerances for Concrete Construction and Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.2

224.3R – 95 Joint in Concrete Construction (Reapproved 2001) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R506.2.5

301 Specifications for Structural Concrete for Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.2

315 Manual of Standard Practice for Detailing Reinforced Concrete Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.2

318-05 Building Code Requirements for Structural Concrete. . . . . . . . . . . . . R402.2, R404.1, Table R404.1.1(5), R404.4, R404.4.6.1,

Table R404.4(1), Table R404.4(2), Table R404.4(3), Table R404.4(4), Table R404.4(5)

R611.1, Table R611.3(1), Table R611.7(1), Table R611.7(2), Table R611.7(3),

Table R611.7(4), Table R611.7(5), Table R611.7(6), Table R611.7(7), Table R611.7(9),

Table R611.7(10), R611.7.1.1, Table R611.7.4, R612.1

332-05 Requirements for Residential Concrete Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R404.1, Table R404.1.1(5)

347 Recommended Practice for Concrete Formwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.2, R4405.7.1.1

506 Recommended Practice for Shotcreting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.2

506.2 Building Code Requirements for Masonry Structures . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.2.2, R4405.11.1.2, R4405.11.8.1

530—05 Building Code Requirements for Masonry Structures . . . . . . . . . . . . . . . R404.1, R606.1, R606.1.1, R606.12.1, R606.12.2.2.1,

R606.12.2.2.2, R606.12.3.1, Table R703.4, R4407.3.3

530.1–05 Specifications for Masonry Structures . . . . . . . . . . . . . . R404.1, R606.1, R606.1.1, R606.12.1, R606.12.2.2.1, R606.12.2.2.2,

R606.12.3.1, R4403.7.8, R4407.5.1

Air Diffusion Council

1000 E. Woodfield Road, Suite 102

Schaumburg, IL 60173-5921ADCStandard Referenced

reference in code


ADC 2003 Flexible Duct Performance & Installation Standards, Fourth Edition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.2.2

American Forest and Paper Association

111 19th Street, NW, Suite 800

Washington, DC 20036AFPAStandard Referenced

reference in code


NDS—05 National Design Specification (NDS) for Wood Construction with 2005 Supplement . . . . . . R404.2.2, R502.2, Table R503.1,

R602.2, R802.2, R4404.7.1.8.1, R4409.1.4.7, R4409.2.4.1, 1.3,

R4409.6.17.2.1.3, R4409.6.17.2.1.5

AFPA—01 Design Values for Wood Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.7, R4409.6.17.2.2.1

AFPA—87 All-Weather Wood Foundation System, Design, Fabrication, Installation Manual . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.7

AFPA—92 Wood Structural Design Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.7

AFPA—93 Working stresses for Joists and Rafters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.7

AFPA—93 Span Tables for Joists and Rafters. . . . . . . . . . . . . . . . . . . . . . . . . . . . R502.2.2, R802.2.2, R802.2.3, R4409.1.4.7, R4409.4.1.1

T.R. No. 7—87 Basic Requirements for Permanent Wood Foundation System. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R401.1, R4409.1.4.7

WCD 1—01 Wood Construction Data No. 1, Details for Conventional Wood Frame Construction . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.7

WCD 4—03 Wood Construction Data number 4, Plank and Beam Framing for Residential Building . . . . . . . . . . . . . . . . . . . . . R4409.1.4.7

WCD 5—04 Wood Construction Data No. 5, Heavy Timber Construction Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.7

WCD 6—01 Wood Construction Data No.6, Design of Wood Frame structures for Permanence . . . . . . . . . . . . R4409.1.4.7, R4409.13.2.11



AFPA - continuedWFCM—01 Wood Frame Construction Manual for One- and Two-family Dwellings . . . . . . . . . R301.2.1.1, 404.1.4, R614.2.5, R614.3.1,

R802.2, R4409.1.4.7

American Hardboard Association

1210 West Northwest Highway

Palatine, IL 60067AHAStandard Referenced

reference in code


A135.4—04 Basic Hardboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R602.2(1), R4409.1.4.1

A135.5—04 Prefinished Hardboard Paneling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.5, R4409.1.4.1

A135.6—98 Hardboard Siding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R703.4, R4409.1.4.1

IB Spec. No. 1 Recommended Product and Application Specification-Structural Insulating Roof Deck . . . . . . . . . . . . . . . . . . . . . R4409.1.4.1

IB Spec. No. 2 Recommended Product and Application Specification-½ inch Fiberboard Nail-Base Sheathing . . . . . . . . . . . . . . . R4409.1.4.1

IB Spec. No. 3 Recommended Product and Application Specification-½ inch Intermediate Fiberboard Sheathing . . . . . . . . . . . . . R4409.1.4.1

Association of Home Appliance Manufacturers

20 North Wacker Drive

Chicago, IL 60606AHAMStandard Referenced

reference in code


ANSI/AHAM RAC1-03 Room Air Conditioners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table 1107.ABC.3.2D

American Institute of Steel Construction

One East Wacker Drive Suite 3100

Chicago, IL 60601-2001AISCStandard Referenced

reference in code


AISC Detailing for Steel Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Engineering for Steel Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Iron and Steel Beams 1873 to 1952 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Plastic Design in Steel. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Plastic Design of Braced Multistory Steel Frames . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Serviceability Design Considerations for Low Rise Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Simple Shear Connection, ASD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Simple Shear Connection, LRFD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Torsional Analysis of Steel Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Manual of Steel Construction, Allowable Stress Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISC Manual of Steel Construction, Allowable Stress Design LRFD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

American Iron and Steel Institute

1140 Connecticut Ave, Suite 705

Washington, DC 20036AISIStandard Referenced

reference in code


AISI Design Manual for Structural Tubing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISI Designing Fire Protection for Steel Trusses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISI Designing Fire Protection for Steel Columns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISI Fire Resistant Steel Frame Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISI Fire Safe Structural Steel A Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

AISI Specifications for Design of Light Gage Cold Formed Stainless Structural Members . . . . . . . . . . . . . . . . . . . . . . . . . R4408.1.3

AISI Specification for the Criteria for Structural Application of Steel Cables for Buildings . . . . . . . . . . . . . . . . . . . . . . . . R4408.1.3

AISI/COFS/PM-2001 Standard for Cold formed Steel Framing— Prescriptive Method for One- and Two- family dwellings. . . . R301.1, R301.2.1.1,

R301.2.2.4.1, R301.2.2.4.5, R404.1.4, R804.1.3

AISI/COFS/PM Supplement 2004 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R404.1.4.2



AISI - continuedHeader–04 Standard for Cold-formed Steel Framing-Header Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R603.6

PM–2001 Standard for Cold-formed Steel Framing-Prescriptive Method for One- and

Two-family Dwellings (including 2004 Supplement). . . . . . . . . . . . . . R301.1.1, R301.2.1.1(4), R301.2.2.4.1, R301.2.2.4.5

SGO4-5 Standard for Cold formed Steel Framing Truss Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R804.1.3

SGO4-6 Standard for Cold formed Steel Framing Header Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R603.6

SGO3-3 Cold Formed Steel Design Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

SG 971—96 Specification for the Design of Cold Form Steel Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

Truss–04 Standard for Cold-formed Steel Framing-Truss Design. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R804.1.3

American Institute of Timber Construction

7012 S. Revere Parkway, Suite 140

Englewood, CO 80112AITCStandard Referenced

reference in code


AITC 104 Typical Construction Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.4.2

AITC 106 Code of Suggested Practices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.2

AITC 108 Standard for Heavy Timber Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.2

AITC 109 Standard for Preservative Treatment for Structural Glued Laminated Timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.2

AITC 110 Standard Appearance Grades for Structural Glued Laminate Timber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.2

AITC 112 Standard for Tongue and Groove Heavy Timber Roof Decking. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.2

AITC 113 Standard for Dimensions of Glued Laminated Structural Members . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.2

AITC 117 Standard Specification for Structural Glued Laminated Timber of Softwood Species . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.2

AITC 119 Standard Specifications for Hardwood Glued Laminated Timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.2

AITC A 190.1—02 Structural Glued Laminated Timber . . . . . . . . . . . . . . . . . . . . . . . . R502.1.1.5, R602.1.1.2, R802.1.5, R4409.1.4.2,R4409.2.11

TR No. 7 Calculation of Fire Resistance of Glued Laminated Timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.2

American National Standards Institute

25 West 43rd Street, Fourth Floor

New York, NY 10036ANSIStandard Referenced

reference in code


A41.1 Building Code Requirements for Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4407.2.1.1, R4407.4.2.8

A41.2 Building Code Requirements for Reinforced Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4407.2.1.1

A42.1 Standard Specification for Gypsum Plastering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4411.2.1.1

A42.4 Standard Specification for Interior Lathing and Furring . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4411.1

A97.1 Specification for the Application and Finishing of Gypsum Wallboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4411.4.2

A108.1A–99 Installation of Ceramic Tile in the Wet-set Method, with Portland Cement Mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . R702.4.1

A108.1B–99 Installation of Ceramic Tile, Quarry Tile on a Cured Portland Cement Mortar Setting Bed with

Dry-set or Latex-Portland Mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.4.1

A108.4–99 Installation of Ceramic Tile with Organic Adhesives or Water Cleanable Tile-setting Epoxy Adhesive. . . . . . . . . . . . R702.4.1

A108.5–99 Installation of Ceramic Tile with Dry-set Portland Cement Mortar or Latex-Portland Cement Mortar . . . . . . . . . . . . . R702.4.1

A108.6–99 Installation of Ceramic Tile with Chemical Resistant, Water Cleanable Tile-setting and -grouting Epoxy . . . . . . . . . . R702.4.1

A108.11–99 Interior Installation of Cementitious Backer Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.4.1

A118.1–99 American National Standard Specifications for Dry-set Portland Cement Mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R702.4.1

A118.3–99 American National Standard Specifications for Chemical Resistant, Water Cleanable Tile-setting and

Grouting Epoxy and Water Cleanable Tile-setting Epoxy Adhesive . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.4.1

A136.1–99 American National Standard Specifications for Organic Adhesives for Installation of Ceramic Tile . . . . . . . . . . . . . . R702.4.1

A137.1–88 American National Standard Specifications for Ceramic Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.4.1

A208.1–99 Particleboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R503.3.1, R605.1

A112.18.1M-99 Finished and Rough Brass Plumbing Fixture Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1108.A.3.5, N1112.ABC.2.4

LCI–97 Interior Fuel Gas Piping Systems Using Corrugated Stainless Steel Tubing

–with Addenda LC 1a-1999 and LC 1b-2001 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2414.5.3

Z21.1–03 Household Cooking Gas Appliances–with Addenda Z21.1a-2003 and Z21.1b-2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . G2447.1

Z21.5.1–02 Gas Clothes Dryers–Volume I–Type I Clothes Dryers–with Addenda Z21.5.1a-2003 . . . . . . . . . . . . . . . . . . . . . . . . . . G2438.1

Z21.8–94(R2002) Installation of Domestic Gas Conversion Burners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2443.1

Z21.10.1–04 Gas Water Heaters–Volume I–Storage, Water Heaters with Input Ratings of 75,000 Btu per hour or Less . . . . . . . . . . G2448.1



ANSI - continuedZ21.10.3 Gas Water Heater, Volume 3, Storage, with Input Ratings above 75,000 Btu/h,

Circulating and Instantaneous Water Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G C4.3.1.3

Z21.10.3–2004 Gas Water Heaters, Volume 3, Storage, with Input Ratings above 75,000 Btu/h,

Circulating and Instanataneous Waters . . . . . . . . . . . . . . . . . . . . . . . . . . . N1112.ABC.3.1.2, Appendix G C4.3.1.3, C4.3.2.2

Z21.11.2–02 Gas-fired Room Heaters–Volume II–UNvented Room Heaters–with Addenda Z21.11.2a-2003 . . . . . . . . . . . . . . . . . . G2445.1

Z21.13–04 Gas-fired Low-Pressure Steam and Hot Water Boilers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2452.1

Z21.15–97(R2003) Manually Operated Gas Valves for Appliances, Appliance Connector Valves and Hose End Valves

–with Addenda Z21.15a-2001 (R2003) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2420.1.1

Z21.22–99(R2003) Relief Valves for Hot Water Supply Systems–with Addenda Z21.22a-2000 (R2003) and 21.22b-2001 (R2003) . . . . . P2803.2

Z21.24-97 Connectors for Gas Appliances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2422.1

Z21.40.1–96(R2002) Gas-fired Heat Activated Air Conditioning and Heat Pump Appliances–with Z21.40.1a-97(R2002) . . . . . . . . . . . . . . G2449.1

Z21.40.2–96(R2002) Gas-fired Work Activated Air Conditioning and Heat Pump Appliances (Internal Combustion)

–with Addenda Z21.40.2a-1997 (R2002) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G24491

Z21.40.4-96 Performance Testing and Rating of Gas-Fired, Air-Conditioning and Heat Pump Appliances . . . . . . . . . . . . . . . . . . N1107.A.1

(with Addenda 1)

Z21.42–93(R2002) Gas-fired Illuminating Appliances. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2450.1

Z21.47–03 Gas-fired Central Furnaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R617.1, G2442.1

Z21.47a-04 Gas-Fired Central Furnaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table N1108.ABC.3.2E

Z21.50–03 Vented Gas Fireplaces–with Addenda Z21.50a-2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2434.1

Z21.56-2006 Gas-Fired Pool Heaters. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1112.ABC.2.3.1

Z21.56–01 Gas-fired Pool Heaters–with Addenda Z21.156a-2004 and Z21.56b–2004 . . . . . . . . . . . . . . . . . . . . . . . . . . . . R616.1, G2441.1

Z21.58–95(R2002) Outdoor Cooking Gas Appliances–with Addenda Z21.58a-1998(R2002) and Z21.58b-2002 . . . . . . . . . . . . . R622.1, G2447.1

Z21.60–03 Decorative Gas Appliances for Installation in Solid Fuel Burning Fireplaces–with Addenda Z21.60a-2003. . . . . . . . . G2432.1

Z21.69–02 Connectors for Movable Gas Appliances with Addenda Z21.69a–2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2422.1

Z21.75/CSA 6.27–01 Connectors for Outdoor Gas Appliances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2422.1

Z21.80–03 Line Pressure Regulators . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2421.1

Z21.83—98 Fuel Cell Power Plants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1903.1

Z21.84–02 Manually-listed, Natural Gas Decorative Gas Appliances for Installation in Solid Fuel Burning Fireplaces

–with Addenda Z21.84a-2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2432.1, G2432.2

Z21.86–04 Gas-fired Vented Space Heating Appliances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2436.1, G2437.1, G2446.1

Z21.88–02 Vented Gas Fireplace Heaters–with Addenda A21.88a-2003 and Z21.88b–2004 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . G2435.1

Z21.91–01 Ventless Firebox Enclosures for Gas-fired Unvented Decorative Room Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . G2445.7.1

Z83.6–90(R1998) Gas-fired Infrared Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2442.1, G2449.1, G2451.1

Z83.8–02 Gas-fired Unit Heaters and Gas-fired Duct Furnaces–with Addenda Z83.8a-2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . G2444.1

Z83.8/CGA 2.6-06 Gas Unit Heaters and Gas-Fired Duct Furnaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table N1108.ABC.3.2E

Z97.1—84(R1994) Safety Glazing Materials Used in Buildings—Safety Performance Specifications and Methods of Test (Reaffirmed 1994) . . . . . . . R308.3,

R4403.7.3.6.3, R4410.2.1.4, R4410.2.1.6

Z124.1–95 Plastic Bathtub Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

Z124.2–95 Plastic Shower Receptors and Shower Stalls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

Z124.3–95 Plastic Lavatories . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2711.1, P2711.2

Z124.4–96 Plastic Water Closet Bowls and Tanks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2712.1

Z124.6–97 Plastic Sinks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

APA–The Engineered Wood Association

7011 South 19th

Tacoma, WA 98466APAStandard Referenced

reference in code


V910 Plywood Folded Plate, Laboratory Report 21 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.3

L350 Design/Construction Guide Diaphragms . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3

PRP108 Performance Standards and Policies for Structural Use Panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3, R4409.2.1.2

B840 303 Siding Manufacturing Specifications. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3

E30—03 Engineered Wood Construction Guide . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R803.2.3, R4409.1.4.3

H815 Plywood Design Specification Design and Fabrication of All Plywood Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3

S811 Plywood Design Specification Design and Fabrication of Plywood Curved Panels . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3

S812 Plywood Design Specification Design and Fabrication of Plywood Lumber Beams . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3

U813 Plywood Design Specification Design and Fabrication of Plywood Stressed Skin Panels . . . . . . . . . . . . . . . . . . . . R4409.1.4.3

U814 Plywood Design Specification Design and Fabrication of Plywood Sandwich Panels . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3



APA - continuedY510J Plywood Design Specification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.3

Association of Refrigerant Desuperheater Manufacturers, Inc

c/o Doucette Industries

4151 112 Terrace N

Clearwater, FL 33762ARDMStandard Referenced

reference in code


ARDM-88 Residential Heat Recovery Installation Guide, First Edition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.3.3

Air-Conditioning and Refrigeration Institute

Suite 200

4100 North Fairfax Drive

Arlington, VA 22203ARIStandard Referenced

reference in code


ARI Std. 210/240-2006 Unitary Air-Conditioning and Air-Source Heat Pump Equipment . . . . . . . . . . . . . Tables N1107.ABC.3.2A, N1107.ABC.3.2B

ARI Std. 310/380-2004 Packaged Terminal Air-Conditioners and Heat Pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Tables N1107.ABC.3.2D

ARI Std. 340/360-2004 Commercial and Industrial Unitary Air-Conditioning and Heat Pump Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Tables N1107.ABC.3.2A, N1107.ABC.3.2B

ARI Std. 365-2002 Commercial and Industrial Unitary Air-Conditioning Condensing Units . . . . . . . . . . . . . . . . . . . . . . . . Table N1107.ABC.3.2A

ARI Std. 390-2003 Single Packaged Vertical Air Conditioners and Heat Pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table N1107.ABC.3.2D

ARI Std. 1160-2004 Performance Rating of Heat Pump Pool Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1112.ABC.2.3.4

American Society of Civil Engineers

1801 Alexander Bell Drive

Reston, VA 20191ASCEStandard Referenced

reference in code


3—91 Specifications for the Design and Construction of Composite Slabs and Commentary

on Specifications for the Design and Construction of Composite Slabs . . . . . . . . . . . . . . . . . . . . . . . . . R4405.2.3, R4408.1.3

5—05 Building Code Requirements for Masonry Structures . . . . . . . . . . . . . . . . . . R404.1, R606.1, R606.1.1, R606.2.2, R606.11.1,

R606.11.2.2.1, R606.11.2.2.2, R606.11.3.1, R4403.7.8

6–05 Specifications for Masonry Structures . . . . R404.1, R606.1, R606.1.1, R606.12.1, R606.12.2.2.1, R606.12.2.2.2, R606.12.3.1

7—05 Minimum Design Loads for Buildings and Other Structures . . . . . . . . . . . . . . . . . . Figure 301.2(4), R301.2.1.1, R301.2.1.1.2,

R301.2.1.4, Table R611.3(1), Table R611.7.4, R4402.3.4, R4403.1.3, R4403.4.1, R4403.4.2, R4403.7.3.8, R4403.7.8,

R4403.8, R4403.9, R4403.10, R4403.12, Table R4403.15.4, R4403.16.1

8—02 Specifications for the Design of Cold Formed Stainless Steel Structural members . . . . . . . . . . . . . . . . . . . . . . . . . . . R4408.1.3

11—99 Guidelines for Structural Condition Assessment of Existing Buildings . . . . . . . . . . . . . . . . . R4405.2.3, R4406.1.2, R4408.1.3

32—01 Design and Construction of Frost Protected Shallow Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R403.1.4.1, R4406.1.2

American Society of Heating, Refrigerating

and Air-Conditioning Engineers, Inc.

1791 Tullie Circle, NE

Atlanta, GA 30329ASHRAEStandard Referenced

reference in code


34—2004 Designation and Safety Classification of Refrigerants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1411.1

ANSI/ASHRAE Std. 93-1986 Methods of Testing to Determine the Thermal Performance of Solar Collectors . . . . . . . . . . . . . . . . . . . . . . . . N1112.ABC.3.4

(RA91)

ANSI/ASHRAE 119-1988 Air Leakage Performance for Detached Single-Family Residential Buildings . . . . . . . . . . . . . . . . . . . . . . . . Table N1113A.1-1

(RA 94)

ANSI/ASHRAE 124-1991 Methods of Testing for Rating Combination Space-Heating

and Water-Heating Appliances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1108.A.2.5, Appendix G C4.3.2.1



ASHRAE - continuedANSI/ASHRAE 137-1995 Methods of Testing for Efficiency of Space-conditioning/Water-Heating Appliances

(RA2001) That Include a Desuperheater Water Heater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G C6.2.2.3

ANSI/ASHRAE 152-2004 Method of Test for Determining the Design and Seasonal Efficiencies of Residential

Thermal Distribution Systems. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table N1113A.1-1

ASHRAE—2005 ASHRAE Fundamentals Handbook—2005. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.7.3, Table N1113A.1-1

ASHRAE, 1998 Cooling and Heating Load Calculation Principles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1107.ABC.1

American Society of Mechanical Engineers

Three Park Avenue

New York, NY 10016-5990ASMEStandard Referenced

reference in code


A17.1—2004 Safety Code for Elevators . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R323.1

A18.1—2003 Safety Standard for Platforms and Stairway Chair Lifts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R323.2

A112.1.2—1991(R2002) Air Gaps in Plumbing Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2902.3.1, Table P2902.3

A112.1.3—2000 Air Gap Fittings for Use with Plumbing Fixtures, Appliances, and Appurtenances . . . . . . . . . . . . . . Table P2701.1, P2902.3.1

A112.3.1—93 Performance Standard and Installation Procedures for Stainless Steel Drainage Systems for Sanitary, Storm

and Chemical Applications Above and Below Ground . . . . . . . . . . Table P3002.1(1), Table P3002.1(2), P3002.2, P3002.3

A112.3.4—2000 Macerating Toilet Systems and Related Components . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P3007.2.1

A112.4.1—1993(R2002) Water Heater Relief Valve Drain Tubes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2803.6.2

A112.4.3—1999 Plastic Fittings for Connecting Water Closets to the Sanitary Drainage System . . . . . . . . . . . . . . . . . . . . . P3003.19, P3003.4.5

A112.6.1M—1997(R2002) Floor Affixed Supports for Off-the-floor Plumbing Fixtures for Public Use . . . . . . . . . . . . . . . . . . . . . P2702.4, Table P2704.1

A112.6.2—2000 Framing-Affixed Supports for Off-the-floor Water Closets with Concealed Tanks . . . . . . . . . . . . . . . . Table P2701.1, P2702.4

A112.6.3—2001 Floor and Trench Drains. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

A112.18.1—2003 Plumbing Fixture Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2708.4, P2722.1, P2902.2

A112.18.2—2002 Plumbing Fixture Waste Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2702.2

A112.18.3M—2002 Performance Requirements for Backflow Protection Devices and Systems in Plumbing Fixture Fittings . . . . P2708.4, P2722.3

A112.18.6—2003 Flexible Water Connectors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2904.7

A112.19.1M—1994(R1999) Enameled Cast Iron Plumbing Fixtures—with 1998 and 2000 Supplements . . . . . . . . . . . . . . . . . . . . . Table P2701.1, P2711.1

A112.19.2—2003 Vitreous China Plumbing Fixtures—and Hydraulic Requirements

for Water Closets and Urinals. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2705.1, P2711.1, P2712.1, P2712.2

A112.19.3M—2000 Stainless Steel Plumbing Fixtures (Designed for Residential Use)—with 2002 Supplement . Table P2701.1, P2705.1, P2711.1

A112.19.4M—1994(R1999) Porcelain Enameled Formed Steel Plumbing Fixtures—with 1998 and 2000 Supplements . . . . . . . . . . Table P2701.1, P2711.1

A112.19.5—1999 Trim for Water-closet Bowls, Tanks, and Urinals . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

A112.19.6—1995 Hydraulic Performance Requirements for Water Closets and Urinals . . . . . . . . . . . . . . . . . . . Table P2701.1, P2712.1, P2712.2

A112.19.7M—1995 Whirlpool Bathtub Appliances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

A112.19.8M—1987(R1996) Suction Fittings for Use in Swimming Pools, Wading Pools, Spas, Hot Tubs, and Whirlpool Bathtub Appliances . Table P2701.1

A112.19.9M—1991(R2002) Non-vitreous Ceramic Plumbing Fixtures—with 2002 Supplement . . . . . . . . . . . . . . . . . . . . Table P2701.1, P27.11.1, P2712.1

A112.19.12—2000 Wall Mounted and Pedestal Mounted, Adjustable and Pivoting Lavatory and

Sink Carrier Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2711.4, P2714.2

A112.19.13—2001 Electrohydraulic Water Closets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2712.9

A112.19.15—2001 Bathtub/Whirlpool Bathtubs with Pressure Sealed Doors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2713.2

B1.20.1—1983(R2001) Pipe Threads, General Purpose (Inch) . . . . . . . . . . . . . . G2414.9, P3003.3.3, P3003.5.3, P3003.10.4, P3003.12.1, P3003.14.3

B16.3—1998 Malleable Iron Threaded Fittings Classes 150 and 300 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.4—1998 Gray-iron Threaded Fittings Classes 125 and 250 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.9—2003 Factory-made Wrought Steel Buttwelding Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.11—2001 Forged Fittings, Socket-welding and Threaded . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.12—1998 Cast Iron Threaded Drainage Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.15—1985(R1994) Cast Bronze Threaded Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.18—2001 Cast Copper Alloy Solder Joint Pressure Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.22—2001 Wrought Copper and Copper Alloy Solder Joint Pressure Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2904.6, R4413.2.7

B16.23—2002 Cast Copper Alloy Solder Joint Drainage Fittings (DWV) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.26—1988 Cast Copper Alloy Fittings for Flared Copper Tubes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, R4413.2.7

B16.28—1994 Wrought Steel Buttwelding Short Radius Elbows and Returns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2904.6, R4413.2.7

B16.29—2001 Wrought Copper and Wrought Copper Alloy Solder Joint Drainage Fittings-DWV . . . . . . . . . . . . . Table P2904.6 , R4413.2.7

B16.32 Cast Copper Alloy Solder Joint Fittings for Solvent Drainage Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.7

B16.33—2002 Manually Operated Metallic Gas Valves for Use in Gas Piping Systems up to 125 psig (Sizes1/2

through 2) . . . . . . G2420.1.1

B16.44—01 Manually Operated Metallic Gas Valves For Use in House Piping Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . Table G2420.1.1

B36.10M—2000 Welded and Seamless Wrought-steel Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2414.4.2



ASME - continuedBPVC—2001 ASME Boiler and Pressure Vessel Code (2001 Edition) (Sections I, II, IV, V, VI & IX) . . . . . . . . . . . . . . M2001.1.1, G2452.1

CSD-1—2002 Controls and Safety Devices for Automatically Fired Boilers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M2001.1.1, G2452.1

American Society of Sanitary Engineering

28901 Clemens Road, Suite A

Westlake, OH 44145ASSEStandard Referenced

reference in code


1001—02 Performance Requirements for Atmospheric Type Vacuum Breakers . . . . . . . . . . . . . . . . . . . . . . . . . Table P2902.3, P2902.3.2

1002—99 Performance Requirements for Antisiphen Fill

Valves (Ballcocks) for Gravity Water Closet Flush Tank . . . . . . . . . . . . . . . . . . . . Table P2701.1, Table P2902.3, P2902.4.1

1003—01 Performance Requirements for Water Pressure Reducing Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2903.3.1

1006—89 Performance Requirements for Residential Use Dishwashers. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

1007—92 Performance Requirements for Home Laundry Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

1008—89 Performance Requirements for Household Food Waste Disposer Units. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

1010—96 Performance Requirements for Water Hammer Arresters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2903.5

1011—93 Performance Requirements for Hose Connection Vacuum Breakers . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2902.3, P2902.3.2

1012—02 Performance Requirements for Backflow Preventers with Intermediate Atmospheric Vent . . . . . . . . . . . . . . . . . Table P2902.3

P2902.3.3, P2902.5.1, P2902.5.5

1013—99 Performance Requirements for Reduced Pressure Principle Backflow Preventers and

Reduced Pressure Fire Protection Principle Backflow Preventers . . . . . . . . Table P2902.3, P2902.5.5, P2902.5.1, P2902.5.5

1014—90 Performance Requirements for Hand-held Shower . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

1015—99 Performance Requirements For Double Check Backflow Prevention Assemblies and Double Check Fire

Protection Backflow Prevention Assemblies. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.3, P2902.3.6

1016—96 Performance Requirements for Individual Thermostatic, Pressure Balancing and

Combination Control Valves for Bathing Facilities . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2701.1, P2708.3, P2722.2

1017—99 Performance Requirements for Temperature Actuated Mixing Valves for Hot Water Distribution Systems . . . . . . . . . P2802.2

1019—97 Performance Requirements for Wall Hydrants, Freezeless, Automatic

Automatic Draining, Anti-backflow Types . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, Table P2902.3

1020—98 Performance Requirements for Pressure Vacuum Breaker Assembly . . . . . . . . . . . . . . . . . . . . . . . . . Table P2902.3, P2902.3.4

1023—79 Performance Requirements for Hot Water Dispensers Household Storage Type Electrical. . . . . . . . . . . . . . . . . . Table P2701.1

1024—04 Performance Requirements for Dual Check Valve Type Backflow Preventers . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2902.3

1025—78 Performance Requirements for Diverters for Plumbing Faucets with Hose Spray,

Anti-siphon Type, Residential Applications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1

1035—02 Performance Requirements for Laboratory Faucet Backflow Preventers . . . . . . . . . . . . . . . . . . . . . . . Table P2902.3, P2902.3.2

1037—90 Performance Requirements for Pressurized Flushing Devices for Plumbing Fixtures . . . . . . . . . . . . . . . . . . . . . . Table P2701.1

1047—99 Performance Requirements for Reduced Pressure Detector Fire Protection Backflow

Prevention Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2902.3.5, Table P2902.3

1048—99 Performance Requirements for Double Check Detector Fire Protection Backflow

Prevention Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2902.3.6, Table P2902.3

1050—02 Performance Requirements for Stack Air Admittance Valves for Sanitary Drainage Systems . . . . . . . . . . . . . . . . . . . . P3114.1

1051—02 Performance Requirements for Individual and Branch Type Air Admittance Valves for Plumbing

Drainage Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P3114.1

1052—93 Performance Requirements for Hose Connection Backflow Preventers . . . . . . . . . . . Table P2701.1, Table P2902.3, P2902.3.2

1056—01 Performance Requirements for Spill Resistant Vacuum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.3, P2902.3.4

1062—97 Performance Requirements for Temperature Actuated, Flow Reduction Valves to

Individual Fixture Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2724.1

1066—97 Performance Requirements for Individual Pressure Balancing Valves for Individual Fixture Fittings . Table P2701.1, P2722.4

1070—04 Performance Requirements for Water Temperature Limiting Devices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . P2713.3, P2721.2

ASTM International

100 Barr Harbor Drive

West Conshohocken, PA 19428ASTMStandard Referenced

reference in code


A 6/A6M—04a Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes and Sheet Piling. . . . . . . . . R4408.1.3

A 29/A29M Specification for Steel bars, Carbon and Alloy, Hot Wrought, General Requirements . . . . . . . . . . . . . . . . . . . . . . . . R4404.11.1

A 36/A 36M—04 Specification for Carbon Structural Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R606.15



ASTM - continuedA 53/A 53M—02 Specification for Pipe, Steel, Black and Hot-dipped, Zinc-coated Welded and Seamless . . . . . . . . Table M2101.1, G2414.4.2,

Table P2904.4.1, Table P2904.5, Table P3002.1(1). Table R4413.3.2

A 74—04 Specification for Cast Iron Soil Pipe and Fittings . . . . . . . . . . . . . . . . . . . . Table P3002.1(1), Table P3002.1(2), Table P3002.2

Table R4413.2.2, Table R4413.2.3, Table R4413.2.4, Table R4413.2.5

A 82—02 Specification for Steel Wire, Plain for Concrete Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R606.9.10

A 106—04 Specification for Seamless Carbon Steel Pipe for High Temperature Service . . . . . . . . . . . . . . . . . . Table M2101.1, G2414.4.2

A 126—04 Specification for Gray Iron Castings for Valves, Flanges and Pipe Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P3002.1(1)

A 153—03 Specification for Zinc Coating (Hot Dip) on Iron and Steel Hardware . . . . . . . . . . . . . . . . . . . . . . . . . R319.3, Table R606.15.1

A 167—99 Specification for Stainless and Heat-resisting Chromium-nickel Steel Plate, Sheet, and Strip . . . . . . R606.15, Table R606.15.1

A 197/A197M—00 Specification for Cupola Malleable Iron . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.1

A 240—04 Standard Specification for Chromium and Chromium-nickel Stainless Steel

Plate, Sheet and Strip for Pressure Vessels and for General Applications . . . . . . . . . . . . . . . . . . . . . . . . . Table R905.10.3(1)

A 254—97(2002) Specification for Copper Brazed Steel Tubing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table M2101.1, G2414.5.1

A 306 Carbon Steel Bars Subject to Mechanical Property Requirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.11.1

A 307—03 Specification for Carbon Steel Bolts and Studs 60,000 PSI Tensile Strength . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R611.9

A 312/A 312M—04a Specification for Seamless and Welded Austenitic Stainless Steel Pipes . . . . . . . . . . . . . . . . . Table P2904.4.1, Table P2904.5,

Table P2904.6, P2904.11.2

A 325—94 Specification for High Strength Bolts for Structural Steel Joints. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

A 361 Specification for Steel Sheet Zinc Coated (Withdrawn) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.6.17.1.1

A 377—03 Index of Specification for Ductile Iron Pressure Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4

A 416—99 Specification for Steel Strand, Uncoated Seven Wire for Prestressed Concrete. . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.4.4.2

A 421/A421M—98 Specification for Uncoated Stress Relieved Steel Wire for Prestressed Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.4.4.2

A 446 Specification for Steel Sheet, Zinc Coated (Galvanized) by the Hot Dip

Process, Structural (Physical) Quality . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.12.4.4

A 463/A 463M—02a Standard Specification for Steel Sheet, Aluminum-coated by the Hot-Dip Process. . . . . . . . . . . . . . . . . . . . Table R905.10.3(2)

A 490—93 Specification for Heat Treated Steel Structural Bolts. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4408.1.3

A 510M—03 Specification for General Requirements for Wire Rods and Coarse Round Wire, Carbon Steel . . . . . . . . . . . . . . . . . . . R606.15

A 525—87 Specification for Steel Sheet Zinc coated (Galvanized) Steel Wire. . . . . . . . . . . . . . . . . . . . . Table R606.9.10.1, R4405.12.4.4,

R4408.1.3, R4411.4.2, R4411.4.5.1, R4411.4.5.4, M1601.1.1

A 539—99 Specification for Electronic-resistance-welded Coiled Steel Tubing for Gas and Fuel Oil Lines . . . . . . . . M2202.1, G2414.5.1

A 611 Standard Specification for Structural Steel (SS), Sheet, Carbon, Coil Rolled . . . . . . . . . . . . . . . . R4404.10.1.5.3, R4405.12.4.4

A 615/A 0615M—04a Specification for Deformed and Plain Billet-steel Bars for Concrete Reinforcement . . . . . . . . . . . . . . . . R404.4.6.1, R611.6.2,

R4405.2.2, R4405.2.4, R4405.4.4.6

A 617 Standard Specification for Axle Steel Reformed and Plain Bars for Concrete Reinforcement . . . . . . . . . . . . . . . . . R4405.4.4.6

A 641/A 0641M—03 Specification for Zinc-coated (Galvanized) Carbon Steel Wire. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R606.15.1

A 653/A 0653M—04a Specification for Steel Sheet, Zinc-coated (Galvanized) or Zinc-iron Alloy-coated (Galvanized)

by the Hot-dip Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R505.2.1, R505.2.3, R603.2.1, R603.2.3, Table R606.15.1,

R804.2.1, R804.2.3, Table 905.4.4, Table R905.10.3(1), M1601.1.1, R4409.6.17.2.2.7

A 706/A 706/M—04a Specification for Low-alloy Steel Deformed and Plain Bars for Concrete Reinforcement . . . R404.4.6.1, R611.6.2, R4405.4.4

A 722/A 722M—98 Specification for Uncoated High Strength Steel Bar for Prestressing Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.4.4.2

A 755/A 755M—01 (2003) Specification for Steel Sheet, Metallic Coated by the Hot-dip Process and Prepainted by the

Coil-coating Process for Exterior Exposed Building Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.10.3(2)

A 767/A 767M—00b Specification for Zinc Coated (Galvanized) Steel Bars for Concrete Reinforcement . . . . . . . . . . . . . R4405.4.4.6, R4405.8.5.5

A 775/A 775M—01 Specification for Epoxy Coated Steel Reinforcing Bars . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.4.4.6

A 778—01 Specification for Welded Unannealed Austenitic Stainless Steel

Tubular Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4, Table P2904.5, Table P2904.6

A 792/A 792M—03 Specification for Steel Sheet, 55% Aluminum-zinc Alloy-coated by the

Hot-dip Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R505.2.1, R603.2.1, R603.2.3, R804.2.1, R804.2.3

A 875/A 875M—02a Specification for Steel Sheet, Zinc-5%, Aluminum Alloy-coated by the Hot-dip Process . . . . . . . . . . . . . . R505.2.1, R505.2.3,

R603.2.1, R603.2.1, R603.2.3, R804.2.1,

R804.2.3, Table R905.10.3

A 888—04 Specification for Hubless Cast Iron Soil Pipe and Fittings for Sanitary and

Storm Drain, Waste, and Vent Piping Application . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.2, Table R4413.2.3,

Table R4413.2.4, Table R4413.2.5, Table R4413.2.7

A 924—04 Specification for General Requirements for Steel Sheet,

Metallic-Coated by the Hot-Dip Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.6.17.2.2.7

A 951—02 Specification for Masonry Joint Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R606.15

A 996/A 996M—04 Specifications for Rail-Steel and Axel-Steel Deformed Bars for Concrete Reinforcement. . . . . . . . . . . . . R404.4.6.1, R611.6.2

A 1003/A 1003M—00 Standard Specification for Steel Sheet, Carbon, Metallic-

and Nonmetallic-Coated for Cold-formed Framing Members . . . . . . . . . . . . . . . . . . . . . . . . . . R505.2.1, R603.2.1, R804.2.1

B 32—03 Specification for Solder Metal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P3003.10.3, P3003.11.3

B 42—02e01 Specification for Seamless Copper Pipe, Standard Sizes . . . . . . Table M2101.1, G2413.5.2, Table P2904.5, Table P3002.1(1)



ASTM - continuedB 43—98(2004) Specification for Seamless Red Brass Pipe, Standard Sizes . . . . . . . . . . . . . . . . . . . Table M2101.1, G2413.5.2, Table P2904.4,

Table P2904.5, Table P3002.1(1), Table R4413.2.2

B 75—02 Specification for Seamless Copper Tube . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.4, Table P2904.5,

Table P3002.1(1), Table P3002.1(2), Table P3002.2

B 88—03 Specification for Seamless Copper Water Tube . . . . . . . . . . . . . . . Table M2101.1, G2414.5.2, Table P2904.4, Table P2904.5,

Table P3002.1, Table P3002.2, Table R4413.2.2, Table R4413.2.3, Table R4413.2.4

B 101—02 Specification for Lead-Coated Copper Sheet and Strip for Building Construction . . . . . . . . . . . . . . . . . . . . Table R905.10.3(1)

B 135—02 Specification for Seamless Brass Tube. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table M2101.1

B 209—04 Specification for Aluminum and Aluminum-alloy Sheet and Plate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table 905.10.3(1)

B 227—04 Specification for Hard-drawn Copper-clad Steel Wire. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R606.9.10

B 251—02e01 Specification for General Requirements for Wrought Seamless Copper and

Copper-alloy Tube . Table M2101.1, Table P2904.4.1, Table P2904.5, Table R4413.2.2, Table R4413.2.3, Table R4413.2.4

B 280—02 Specification for Seamless Copper Tube for Air Conditioning and Refrigeration Field Service . . . . . . . . . . . . . . . . . G2414.5.2

B 302—02 Specification for Threadless Copper Pipe, Standard Sizes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.5,

Table P3002.1(1), Table R4413.2.2

B 306—02 Specification for Copper Drainage Tube (DWV). . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P3002.1, Table P3002.2,

Table P3002.2, Table R4413.2.2, Table R4413.2.4

B 370—03 Specification for Copper Sheet and Strip for Building Construction . . . . . . . . . . . . . . . . . Table R905.4.4, Table R905.10.3(1),

Table P2701.1, R905.4.4

B 447—02 Specification for Welded Copper Tube . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4, Table P2904.5

B 633—98e01 Specification for Electrodeposited Coatings of Zinc on Iron and Steel . . . . . . . . . . . . . . . . . . . . . R505.2.4, R603.2.4, R804.2.4

B695—00 Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel. . . . . . . . . . . . . . . . . . . . . . . . . . R319.3

B 813—00e01 Specification for Liquid and Paste Fluxes for Soldering Applications of

Copper and Copper Alloy Tube . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table M2101.1, P2904.13, P3003.3.4

P3003.10.3, P3003.11.3

B 828—02 Practice for Making Capillary Joints by Soldering of Copper and Copper Alloy Tube and Fittings . . . . . . . . . . . . . . P2904.13,

P3003.10.3, P3003.11.3

C 4—03 Specification for Clay Drain Tile and Perforated Clay Drain Tile . . . . . . . . . . . . . . . . . . . . . Table R4413.2.4, Table R4413.2.5

C 5—03 Specification for Quicklime for Structural Purposes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2, Table R4411.2.2.3

C 14—03 Specification for Concrete Sewer, Storm Drain and Culvert Pipe . . . . . . . . . . . . . . . . . . . . . . . Table P3002.2, Table R4413.2.4

C 27—98(2002) Specification for Standard Classification of Fireclay and High-alumina Refractory Brick . . . . . . . . . . . . . . . R1001.5, R1001.8

C 28/C28M—00e01 Specification for Gypsum Plasters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2, Table R4411.2.2.2

C 31/C 31M—98 Practice for Making and Curing Concrete Test Specimens in the Field . . . . . . . . . . . . . . . . . . . . . R4405.5.2.2.3, R4405.5.2.3.2

C 33—01a Specification for Concrete Aggregates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.4.2, R4405.4.2.2

C 34—03 Specification for Structural Clay Load-Bearing Wall Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R301.2(1), R4407.2.8.3.1

C 35—95(2001) Specification for Inorganic Aggregates for Use in Gypsum Plaster. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R702.2, R4411.2.2.1.1

C 36/C36M—03 Standard Specification for Gypsum Wallboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.7

C 37/C 0037M—01 Specification for Gypsum Lath . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2, R4411.1.2

C 39—99ael Test Method for Compressive Strength of Cylindrical Concrete Specimens . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.5.2.2.3

C 42/C 42M—99 Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete . . . . . . . . . . . . . . . . . . . . . . . R4405.5.2.4

C 52 Specification for Gypsum Partition Tile or Block . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4407.2.9.3

C 55—03 Specification for Concrete Brick . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R202, Table R301.2(1), R4407.2.4.2.2, R4407.2.4.3.3

C 56—96 (2001 Specification for Structural Clay Nonload Bearing Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4407.2.8.3.3

C 57 Specification for Structural Clay Floor Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4407.2.8.3.2

C 59/C 0059M—00 Specification for Gypsum Casting and Molding Plaster . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 61/C 0061M—00 Specification for Gypsum Keene’s Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2, R4411.1.2, R4411.2.2.4

C 62—04 Specification for Building Brick (Solid Masonry Units Made from Clay or Shale) . . . . R202, Table R301.2(1), R4407.2.4.3.1

C 67—03ae01 Test Methods of Sampling and Testing Brick and Structural Clay Tile. . . . . . . . . . . . . . . . . . . . . . . . . . . R905.3.5, R4407.2.4.2

C 73—99a Specification for Calcium Silicate Face Brick (Sand Lime Brick) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R202, Table R301.2(1)

C 76—04a Specification for Reinforced Concrete Culvert, storm Drain, and Sewer Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.4

C79/C 79—04a Specification for Treated Core and Nontreated Core Gypsum Sheathing Board . . . . . . . . . . . . . . . . Table R602.3(1), R702.3.1

C 90—03 Specification for Load-bearing Concrete Masonry Units . . . . . . . . . . . . . . . . . . . . . . . . Table R301.2(1), R606.4, R4407.2.7.2

C 91—01 Specification for Masonry Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4412.2.2.6

C 94 Specification for Ready Mixed Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.6.2

C 129—03 Specification for Nonload-bearing Concrete Masonry Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R301.2(1)

C140—03 Test Methods of Sampling and Testing Concrete Masonry Units and Related Units . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.3.5

C 143/C 0143M—03 Test Method for Slump or Hydraulic Cement Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R404.4.5, R611.6.1

C 144—03 Standard Specification for Aggregate for Masonry Mortar. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.10.7.2, R4407.2.12.1.1

C 145—85 Specification for Solid Load-bearing Concrete Masonry Units. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R202, Table R301.2(1)

C 150—02ael Specification for Portland Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.4.1, R4412.2.2.5.1

C 172—99 Practice for Sampling Freshly Mixed Concrete. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.2.2



ASTM - continuedC 177-04 Test Method for Steady-State Heat Flux Measurements and Thermal Transmission

Properties by Means of the Guarded-Hot-Plate Apparatus . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.2.2

C 199—84(2000) Test Method for Pier Test for Refractory Mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R1001.9, R1003.5, R1003.8, R4405.4.1

C 206—84(1997) Specification for Finishing Hydrated Lime . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4411.2.2.3

C 207—04 Specification for Hydrated Lime for Masonry Purposes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R607.1

C 208—95(2001) Specification for Cellulosic Fiber Insulating Board . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R602.3(1)

C 212—00 Specification for Structural Clay Facing Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4407.2.8.2

C 216—04a Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale) . . . . . R202, Table R301.2(1), R4407.2.4.3.1

C 236-89 (1993el) Test Method For Steady-State Thermal Performance of Building Assemblies

by Means of a Guarded Hot Box . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G C2.2.2

C 270—04 Specification for Mortar for Unit Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R607.1, R4407.2.12.1

C 296—00 Specification for Asbestos Cement Pressure Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4

C 315—02 Specification for Clay Flue Linings . . . . . . . . . . . . . . . . . . . . . . Table R1001.11(1), Table R1001.11(2), R1001.8.1, G2425.12

C 330—99 Specification for Lightweight Aggregates for Structural Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.4.2

C 332—99 Standard Specification for Lightweight Aggregates for Insulation Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.12.4.6

C 406—00 Specifications for Roofing Slate . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.6.4

C 411—97 Test Method for Hot-surface Performance of High-temperature Thermal Insulation. . . . . . . . . . . . . . . . . . . . . . . . . . M1601.2.1

C 425—04 Specification for Compression Joints for Vitrified Clay Pipe and Fittings. . . . . . . . . . . . . . . . . . . . . . Table P3002.2, P3003.3.5

C 428—97(2002) Specification for Asbestos Cement Nonpressure Sewer pipe . . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.3, Table R4413.2.4

C 443—03 Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets . . . . . . . . . . . . . . . . . . . . . P3003.7, P3003.18

C 471M—01 Standard Test Methods for Chemical Analysis of Gypsum and Gypsum Products . . . . . . . . . . . . . . . R4407.2.9.2, R4407.2.9.3

C 472—99 Specification for Standard Test Methods for Physical Testing of Gypsum, Gypsum Plasters and Gypsum Concrete

R4407.2.9.2, R4407.2.9.3

C 473—00 Test Method for Physical Testing of Gypsum Panel Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4407.2.9.2, R4407.2.9.3

C 475/C475M—02 Specification for Joint Compound and Joint Tape for Finishing Gypsum Wallboard . . . . . . . . . . . . . . . . . R702.3.1, R4411.4.2

C 476—02 Specification for Grout for Masonry. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R609.1.1

C 494/C 494M—99 Standard Specification for Chemical Admixtures for Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.12.4.4

C 495—99a Standard Test Method for Compressive Strength of Lightweight

Insulating Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.12.1.1, R4405.12.1.2, R4405.12.1.3

C 508—00 Specification for Asbestos Cement Underdrain Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R4413.2.5

C 514—01 Specification for Nails for the Application of Gypsum Wallboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1

C 516-02 Vermiculite Loose Fill Thermal Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B1.2.3

C 518-04 Test Method for Steady-State Thermal Transmission Properties by Means

of the Heat Flow Meter Apparatus . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.2.2

C 549-06 Perlite Loose Fill Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B-1.2.3

C 552—03 Standard Specification for Cellular Glass Thermal Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R906.2

C 557—03 Specification for Adhesives for Fastening Gypsum Wallboard to Wood Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R702.3.1

C564—04a Specification for Rubber Gaskets for Cast Iron Soil Pipe and Fittings. . . . . . . . . . . . . . . . . . . . P3003.6.2, P3003.6.3, P3003.18

C 578—06 Rigid, Cellular Polystyrene Thermal Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B-1.2.3

C 587—02 Specification for Gypsum Veneer Plaster . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 588/C 588M—01 Specification for Gypsum Base for Veneer Plasters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 595—01 Specification for Blended Hydraulic Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.4.1

C 618—99 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use

as a Mineral Admixture in Concrete . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.12.4.4

C 630/0630M—03 Specification for Water-resistant Gypsum Backing Board . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1, R702.4.2

C 631—95a (2000) Specification for Bonding Compounds for Interior Gypsum Plastering . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 645—04 Specification for Nonstructural Steel Framing Members . . . . R702.3.3, R4409.6.17.1.3, R4411.4.2, R4411.4.5.1, R4411.4.5.4

C 652—04a Specification for Hollow Brick (Hollow Masonry Units Made from Clay or Shale). . . . R202, Table R301.2(1), R4407.2.4.3.1

C 665-06 Mineral-Fiber Blanket Thermal Insulation for Light Frame

Construction and Manufactured Housing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B-1.2.3

C 685/C 685M—98a Specification for Concrete Made by Volumetric Batching and Continuous Mixing . . . . . . . . . . . . . . . . . . . . . . . . . R4405.6.2.2

C 700—02 Specification for Vitrified Clay Pipe, Extra Strength, Standard Strength, and Perforated . . . . . Table P3002.2, R4409.6.17.1.3,

Table R4413.2.4, Table R4413.2.5

C 727-01 Standard Practice for Installation and Use of Reflective Insulation in Building Construction . . . . . . Appendix G Table B-1.2.3

C 728—97E1

Standard Specification for Perlite Thermal Insulation Board . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R906.2

C 739-05b Cellulosic Fiber (Wood-Base) Loose-Fill Thermal Insulation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Appendix G Table B-1.2.3

C 764-06a Mineral Fiber Loose-Fill Thermal Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B-1.2.3

C 794—01 Test Method for Adhesion in Peel of Elastometric Joint Sealants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4410.6.4

C 796—97 Standard Test Method for Foaming Agents for Use in Producing Cellular Concrete

Using Performed Foam . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.12.1.1, R4405.12.1.2, R4405.12.1.3, R4405.12.4.6



ASTM - continuedC 836—03 Specification for High Solids Content, Cold Liquid-Applied Elastomeric Waterproofing

Membrane for Use with Separate Wearing Course . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.15.2

C 843—99e01 Specification for Application of Gypsum Veneer Plaster . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 844—99 Specification for Application of Gypsum Base to Receive Gypsum Veneer Plaster . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R702.2

C 847—(2000) Specification for Metal Lath . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 869 Specification for Foaming Agents Used in Making Preformed Foam for Cellular Concrete . . . . . . . . . . . . . . . . . . R4405.12.4.6

C 887—79(2001) Specification for Packaged, Dry, Combined Materials for Surface Bonding Mortar . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R406.1

C 897—00 Specification for Aggregate for Job-mixed Portland Cement-based Plasters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 920—02 Specification for Elastometric Joint Sealants . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R613.8.1, R616.2.2, R4410.6.4

C 926—98a Specification for Application of Portland Cement Based Plaster . . . . . . . . . . . . . . R202, R703.6.2.1, R4411.3.1.1, R4411.3.1.4

C 931/C 931M—04 Specification for Exterior Gypsum Soffit Board . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1

C 933—04 Specification for Welded Wire Lath . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 954—00 Specification for Steel Drill Screws for the Application of Gypsum

Panel Products or Metal Plaster Bases to Steel Studs from 0.033 in. (0.84 mm) to

0.112 in. (2.84 mm) in Thickness. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R505.2.4, R603.2.4, R702.3.6, R804.2.4

C955—03 Specification for Load-Bearing (Transverse and Axial) Steel Studs, Runners (Tracks), and Bracing or

Bridging for Screw Application of Gypsum Panel Products and Metal Plaster Bases . . . . . . . . . . . . . . . . . . . . . . . . R702.3.3

C 957—04 Specification for High-solids Content, Cold Liquid-Applied Elastomeric Waterproofing

Membrane for Use with Integral Wearing Surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.15.2

C 960/C960M—04 Specification for Predecorated Gypsum Board. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1

C 1002—01 Specification for Steel Drill Screws for the Application of Gypsum Panel Products or

Metal Plaster Bases . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1, R702.3.6, Table R702.3.4

C 1015-06 Standard Practice for Installation of Cellulosic and Mineral Fiber

Loose-Fill Thermal Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B-1.2.3

C 1029—05a Specification for Spray-Applied Rigid Cellular Polyurethane Thermal Insulation . . . . . . . . . . . . . . . Appendix G Table B-1.2.3

C 1032—04 Specification for Woven Wire Plaster Base. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.2

C 1036—01 Specification for Flat Glass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4410.2.1.2

C 1047—99 Specification for Accessories for Gypsum Wallboard and Gypsum Veneer Base. . . . . . . . . . . . . . . . . . . . . . . R702.2, R702.3.1

C 1048—04 Specification for Heat Treated Flat Glass—Kind HS, Kind FT Coated 7 Uncoated Glass . . . . . . . . . . . . . . . . . . . . R4410.2.1.5

C 1053—00 Specification for Borosilicate Glass Pipe and Fittings for Drain, waste and Vent (DWV) Applications . . . . . Table R4413.2.2

C 1063—03 Specification for Installation of Lathing and Furring to Receive Interior and Exterior Portland Cement-Based Plaster . R702.2

C 1077 Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for

Use in Construction and Criteria for Laboratory Evaluation. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4405.2.4, R4405.4.6

C 1157—03 Performance Specification for Hydraulic Cements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R402.2

C 1158-05 Standard Practice for Use and Installation of Radiant Barrier Systems

(RBS) in Building Construction . . . . . . . . . . . . . . . . . . N1104.A.3, Appendix G Table B-1.2.3, Appendix G Table C4.2.1.4

C 1167—03 Specification for Clay Roof Tiles. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.3, R905.3.4, R905.3.5

C 1173—02 Specification for Flexible Transition Couplings for Underground Piping Systems . . . . . . . . . . . . P3003.3, P3003.3.5, P3003.7,

P3003.8.1, P3003.14.1, P3003.15, P3003.17.2, P3003.18

C 1177/C 1177M—04 Specification for Glass Mat Gypsum Substrate for Use as Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1

C 1178/C 1178M—04 Specification for Glass Mat Water-Resistant Gypsum Backing Panel . . . . . . . . . . . . . . . . . . . . . . R702.3.1, R702.3.8, R702.4.2

C 1186—02 Specification for Flat Nonasbestos Fiber Cement Sheets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. R703.4

C 1224-03 Reflective Insulation for Building Applications. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B-1.2.3

C 1261—04 Specification for Firebox Brick for Residential Fireplaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R1001.5, R1001.8

C 1277—04 Specification for Shielded Couplings Joining Hubless

Cast Iron Soil Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.1, Table P3002.2, P3003.6.3

C 1278/C 1278M—03 Specification for Fiber-Reinforced Gypsum Panels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1

C 1281-03 Standard Specification for Preformed Tape Sealants for Glazing Applications . . . . . . . . . . . . . . . . . . . . . . . . . . . . R613.8.1.8.1

C 1283—03e01 Practice for Installing Clay Flue Lining. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R1003.12

C 1288—01 Standard Specification for Discrete Non-asbestos Fiber-Cement Interior Substrate Sheets . . . . . . . . . . . . . . . . . . . . . . R702.4.2

C1289—06 Faced Rigid Cellular Polyisocyanurate Thermal Insulation Board . . . . . . . . . . . . . . . . . . . . . . . . . . . Appendix G Table B-1.2.3

C 1313-05 Sheet Radiant Barriers for Building Construction Applications . . . . . . . . . . . . . . . . . . . N1104.A.3, Appendix G Table B-1.2.3,

Appendix G Table C4.2.1.4

C 1320-05 Standard Practice for Installation of Mineral Fiber Batt and Blanket Thermal Insulation

for Light-Frame Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Appendix G Table B-1.2.3

C 1321-04 Standard Practice for Installation and Use of Interior Radiation

Control Coating Systems (IRCC) in Building Construction . . . . . . . . . . . . . . . . . . . N1104.A.3, Appendix G Table B-1.2.3,

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Appendix G Table C4.2.1.4

C 1325—04 Standard Specification for Non-abestos Fiber-Mat Reinforced Cement Interior Substrate Sheets . . . . . . . . . . . . . . . . . R702.4.2

C 1371-04a Test Method for Determination of Emittance of Materials Near Room Temperature Using

Portable Emissometers . . . . . . . . . . . . . . . . N1104.A.3, N1104.A.4, Appendix G Table B-1.2.3, Appendix G Table C4.2.1.4

C 1395/C 1395M—04 Specification for Gypsum Ceiling Board . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1



ASTM - continuedC 1396M—04 Specification for Gypsum Board. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.3.1

C 1440—99e01 Specification for Thermoplastic Elastomeric (TPE) Gasket Materials for Drain, Waste

and Vent (DWV), Sewer, Sanitary and Storm Plumbing Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P3003.18

C 1460—04 Specification for Shielded Transition Couplings for Use with Dissimilar DWV Pipe and

Fittings Above Ground . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.1, Table P3002.2, P3003.18

C 1461—02 Specification for Mechanical Couplings Using Thermoplastic Elastomeric (TPE) Gaskets for Joining Drain,

Waste, and Vent (DWV) Sewer, Sanitary and Storm Plumbing Systems for Above and

Below Ground Use . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.1, Table P3002.2, P3003.18

C 1492—03 Specification for Concrete Roof Tile . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.3.5

C 1549-04 Standard Test Method for Determination of Solar Reflectance Near Ambient Temperature

Using a Portable Solar Reflector . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1104.A.4

D 25—99 Standard Specification for Round Timber Piles . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.7.1

D 41—e01 Specification for Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing . . . . Table R905.9.2, Table R905.11.2,

R4402.3.2.3.2, R4402.6.6.2.4, R4402.8.6, R4402.10.6, R4402.10.14.1

D 43—00 Specification for Coal Tar Primer Used in Roofing, Damproofing and Waterproofing. . . . . . . . Table R905.9.2, R4402.3.2.3.2

D 92 Standard Test Method for Flash and Fire Points by Cleveland Open Cup . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4402.8.2.2

D 225—04 Specification for Asphalt Shingles (Organic Felt) Surfaced with Mineral Granules . . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.2.4

D 226—97a Specification for Asphalt-Saturated (Organic Felt) Used in Roofing and Waterproofing . . . . . . . . . . . . . . . . R703.2, R703.9.1,

R905.2.2, R905.2.3, R905.2.7, R905.4.3, R905.5.3, R905.6.3, R905.8.4,

R905.8.10.1, Table 905.9.2, R4402.7.4

D 227—03 Specification for Coal Tar Saturated (Organic Felt) Used in Roofing and Waterproofing . . . . . . . . . . . . . . . . . . Table R905.9.2

D 256-03 Test Methods for Determining Izod Pendulum Impact Resistance of Plastics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4412.1.2

D 312—00 Specification for Asphalt Used in Roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.9.2, R4402.8.4, R4402.10.14.1

D 412—98a(2002)el Test Methods for Vulcanized Rubber and Thermoplastic Elastomers Tension . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4410.6.4

D 422—63(2002) Test Method for Particle-size Analysis of Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R403.1.7.5.1

D 449—03 Specification for Asphalt Used in Dampproofing and Waterproofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R406.2

D 450—96(00)e01 Specification for Coal-Tar Pitch Used in Roofing , Dampproofing and Waterproofing . . . . . . . . . . . . . . . . . . . . Table R905.9.2

D 624—00el Test Methods for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomers. . . . . . . . . . . . . R4410.6.4

D 635—03 Test Methods for Rate of Burning and/or Extent & Time of Burning of Plastics in a Horizontal Position . . . . . . . . . R4412.1.2

D 1079—02 Standard Terminology Relating to Roofing, Waterproofing and Bituminous Materials . . . . . . . . . . . . . . . . . . . . . . . . R4402.2.1

D 1143—81 (1994) e01 Test Method for Piles Under Static Axial Compressive Load . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4404.13.1.7

D 1167 Methods of Testing Asphalt Base Emulsions for Use as Protective

Coatings for Built Up Roofs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4402.12.6.5.2

D 1227—00 Specification for Emulsified Asphalt Used as a Protective Coating for Roofing . Table R905.9.2, Table R905.11.2, R905.15.2

D 1248—02 Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable . . . . . . . . . . . . . . . . . . . . . . . . . . . . . M1601.1.2

D 1527—99e01 Specification for Acrylonite-Butadiene-Styrene (ABS) Plastic Pipe, Schedules 40 and 80 . . . . . . . . . . . . . . . . . . Table P2904.4

D 1556 Standard Test Method for Density of Soil In Place by the Sandcone . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.4.3.2

D 1557—00 Test Method for Laboratory Compaction Characteristics of Soil Using

Modified Effort [56,000 ft lb/ft3

(2700 kN m/m3)] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.4.3.2

D 1586—99 Specification for Penetration Test and Split Barrel Sampling of Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.18.3.3

D 1621 Standard Test Method for Compressive Properties of Rigid Cellular Plastics . . . . . . . . . . . . . . . . . . . . . . . . . 4402.12.6.5.2.17.1

D 1622 Standard Test Method for Apparent Pensity of Rigid Cellular Plastics. . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4402.12.6.5.2.17.2

D 1623 Standard Test Method for Tensile and Tensile Adhesion Properties of Rigid Cellular Plastics . . . . . . . . . R4402.12.6.5.2.17.3

D 1693-01 Test Method for Environmental Stress cracking of Ethylene Plastics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1

D 1760 Standard Specification for Pressure Treatment of Timber Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R4404.7

D 1761—88(2000)el Test Methods for Mechanical Fasteners in Wood . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.4

D 1784—04 Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and

Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1601.1.2

D 1785—04 Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80 and 120 . . . . . . . . . . . . . . . . . . . . Table P2904.4

D 1861 Specification for Homogenous Bituminized Fiber Drain Sewer Pipe (Withdrawn 1992—Replacement) . . . . . . . . . . . . P3002.2

D 1863—03 Specification for Mineral Aggregate Used in Built up Roofs . . . . . . . . . . . . . . . Table R905.9.2, Table R906.3.2, R4402.8.12.1

D 1869—95(2000) Specification for Rubber Rings for Asbestos-cement Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . P2904.17, P3003.4, P3003.18

D 1929—96(2001)el Test Method for Determining Ignition Temperatures of Plastics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4412.1.2

D 1970—01 Specification for Self-adhering Polymer Modified Bitumen Sheet Materials Used as

Steep Roofing Underlayment for Ice Dam Protection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.2.3, R905.2.8.3

D 2104—03 Specification for Polyethylene (PE) Plastic Pipe, Schedule 40 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4

D 2126 Standard Test Method for Response of Rigid Cellular Plastics to Thermal and Humid Aging . . . . . . . . . . R4402.12.6.5.2.17.4

D 2178—97a Specification for Asphalt Glass Felt Used in Roofing and Waterproofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R905.9.2

D 2235—01 Specification for Solvent Cement for Acrylonitrile-Butadiene-Styrene

(ABS) Plastic Pipe and Fittings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2904.9.1.1, Table P3002.1, Table P3002.2

P3003.3.2, P3003.8.2



ATM - continuedD 2239—03 Specification for Polyethylene (PE) Plastic Pipe (SIDR-PR) Based on Controlled Inside Diameter . . . . . . . . . . . Table P2904.4

D 2240—03 Test Method for Rubber Property Durometer Hardness. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4410.6.4

D 2241—04a Specification for Poly (Vinyl Chloride) (PVC) Pressure-rated Pipe (SDR-Series). . . . . . . . . . . . . . . . . . . . . . . . . Table P2904.4

D 2282—99e01 Specification for Acrylonitrile-Butadiene-Styrene (ABS) Plastic Pipe (SDR-PR) . . . . . . . . . . . . . . . . . . . . . . . . . Table P2904.4

D 2412—02 Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-plate Loading . . . . . M1601.1.2

D 2447—03 Specification for Polyethylene (PE) Plastic Pipe Schedules 40 and 80, Based on Outside Diameter . . . . . . . . . Table M2101.1

D 2464—99 Specification for Threaded Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80 . Table P2904.6, Table R4413.2.7

D 2466—02 Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40 . . . . . . . . . . Table P2904.6, Table R4413.2.7

D 2467—04 Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80 . . . . . . . . . . Table P2904.6, Table R4413.2.7

D 2468—96a Specification for Acrylonitrile-Butadiene-Styrene (ABS) Plastic Pipe

Fittings, Schedule 40 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, Table R4413.2.5, Table R4413.2.7

D 2513—04a Specification for Thermoplastic Gas Pressure Pipe, Tubing, and Fittings . . . . . . . . . . . Table M2101.1, M2104.2.1.3, G2414.6,

G2414.6.1, G2414.11, G2415.14.3

D 2564—02 Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC)

Plastic Piping Systems. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2904.9.1.3, Table P3002.1, Table P3002.2

P3003.9.2, P3003.14.2

D 2565—99 Practice for Xenon Arc Exposure of Plastics Intended for Outdoor Applications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4412.1.2

D 2609—02 Specification for Plastic Insert Fittings for Polyethylene (PE) Plastic Pipe . . . . . . . . . . . . . . . . Table P2904.6, Table R4413.2.7

D 2626—04 Specification for Asphalt-Saturated and Coated Organic Felt Base Sheet

Used in Roofing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.3.3, Table R905.9.2, R4402.7.4

D 2657—97 Standard Practice for Heat Fusion-joining of Polyolefin Pipe Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . P2904.3.1, P3003.17.1

D 2661—02 Specification for Acrylonitrile-Butadiene-Styrene (ABS) Schedule 40 Plastic Drain,

Waste, and Vent Pipe and Fittings . . . Table P3002.1, Table P3002.2, Table R4413.2.2, Table R4413.2.3, Table R4413.2.4

D 2662—96a Specification for Polybutylene (PB) Plastic Pipe (SDR-PR) Based on Controlled Inside Diameter . . . . . . . . . . . Table P2904.4

D 2665—04ae01 Specification for Poly (Vinyl Chloride) (PVC) Plastic Drain, Waste, and Vent Pipe and Fittings . . . . . . . . . . Table P3002.1(1)

Table P3002.1(2), Table P3002.2, P3002.3,

Table P3002.4, Table R4413.2.2, Table R4413.2.3, Table R4413.2.4

D 2666—96a(2003) Specification for Polybutylene (PB) Plastic Tubing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4

D 2672—03 Specification for Joints for IPS PVC Pipe Using Solvent Cement . . . . . . . . . . . Table P3002.1, Table, P3002.2, Table P2904.4

D 2677—71(1976) Method of Test Lightability of Barbecue Briquettes (withdrawn no replacement, 1985) . . . . . . . . . . . . . . . . Table R4413.2.4.3

D 2683—98 Specification for Socket-Type Polyethylene Fittings for Outside Diameter-controlled

Polyethylene Pipe and Tubing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, M2104.2.1.1

D 2729—96a Specification for Poly (Vinly Cloride)(PVC) Sewer Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.5

D 2737—03 Specification for Polyethylene (PE) Plastic Tubing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4

D 2751—96a Specification for Acrylonitrile Butadiene Styrene (ABS) Sewer Pipe and Fittings . . . . . . . . . . Table P3002.2, Table R4413.2.4

D 2797—85(1999) Standard Practice for Preparing Coal Sampler for Microscopical Analysis by Reflected Light . . . . . . . . . . . . . Table R4413.2.4

D 2822—91(1997)e01 Specification for Asphalt Roof Cement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2, Table R905.11.2

D 2823—90(1997)e1

Specification for Asphalt Roof Coatings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2, Table R905.11.2

D 2824—04 Specification for Aluminum-Pigmented Asphalt Roof Coatings, Non-fibered, Asbestos Fibered,

and Fibered without Asbestos . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2, Table R905.11.2

D 2837—04 Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials . . . . . . . . . . . . . . . . . . Table M2101.1

D 2842 Standard Test Method for Water Absorption of Rigid Cellular Plastics . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4402.12.6.5.2.17.6

D 2843—99 Test Method for Density of Smoke from the Burning or Decomposition of Plastics . . . . . . . . . . . . . . . . . . . . . Table R4413.1.2

D 2846/D 2846M—99 Specification for Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic Hot- and

Cold-water Distribution Systems . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.4, Table P2904.5, P2904.9.1.2

D 2855—96(2002) Standard Practice for Making Solvent-Cemented Joints with Poly (Vinyl Chloride) (PVC)

Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P3003.9.2, P3003.14.2

D 2856 Standard Test Method for Open Cell Content of Rigid Cellular Plastics by the Air Pycnometer. . . . . . . . . R4402.12.6.5.2.17.5

D 2898—94(1999) Test Methods for Accelerated Weathering of Fire retardant treated Wood for

Fire Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R802.1.4.1, R802.1.4.3, R902.2, R4409.1.4.4, R4409.14.4, R4409.16.1

D 2922 Standard Test Method for Density of Soil and Soil Aggregate In Place by Nuclear Methods (Shadow Depth) . . . . R4404.4.3.2

D 2949—01a Specification for 3.25 in. Outside Diameter Poly (Vinyl Chloride) (PVC) Plastic

Drain, Waste, and Vent Pipe and Fitting . . . . Table P3002.1, Table P3002.2, R4402.5.1, Table R4413.2.2, Table R4413.2.3

D 3018 Specification for Class A Asphalt Shingle Surfaced with Mineral Oravies. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4402.12.6.5.1

D 3019—e01 Specification for Lap Cement Used with Asphalt Roll Roofing, Non-fibered, Asbestos Fibered,

and Non-asbestos Fibered . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2, Table R905.11.2

D 3034—04 Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. . . . . . . . . . . . . . Table P3002.2, R4413.2.4

D 3035—03a Specification for Polyethylene (PE) Plastic Pipe (DR-PR) Based On Controlled Outside Diameter . . . . . . . . . . Table M2101.1

D 3161—03b Test Method for Wind Resistance of Asphalt Shingles (Fan Induced Method). . . . . . . . . . . . . . . . . . . . . . R905.2.4.1, R905.2.6

D 3201—94(2003) Test Method for Hygroscopic Properties of Fire retardant Wood and

Wood base Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R802.1.4.4, R4409.1.4.4, R4409.14.5



ASTM - continuedD 3212—96a(2003) Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals . . . . . . Table P3002.2, P3003.3.1,

P3003.8.1, P3003.9.1, P3003.14.1, P3003.17.2

D 3309—96a(2002) Specification for Polybutylene (PB) Plastic Hot- and

Cold-water Distribution Systems. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table M2101.1, Table P2904.4, Table P2904.5

D 3311—02 Specification for Drain, Waste, and Vent (DWV) Plastic Fittings Patters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P3002.3

D 3350—02a Specification for Polyethylene Plastic Pipe and Fitting Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table M2101.1

D 3441 Static Cone Soundings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.18.3.3

D 3462—04 Specification for Asphalt Shingles Made From Glass Felt and Surfaced with

Mineral Granules. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.2.4, R4402.12.6.5.1

D 3468—99 Specification for Liquid-applied Neoprene and Chlorosulfanated Polyethylene Used in

Roofing and Waterproofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.15.2

D 3498—03 Specification for Adhesives for Field Gluing Plywood to Lumber Framing for Floor Systems . . . . . R4409.1.4.4, R4409.9.1.5

D 3679—05 Specification for Rigid Poly (Vinyl Chloride) (PVC) Siding. . . . . . . . . . . . . . . . . . . . . . . . . Table R703.4, R703.11, R703.11.1

D 3737—03 Practice for Establishing Allowable Properties for Structural Glued Laminated Timber (Glulam) . . . . R502.1.5, R602.1.2, R802.1.4

D 3746—85(1996)e1 Test Methods for Impact Resistance of Bitumanous Roofing Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4402.4.2.4

D 3747—79(2000)e01 Specification for Emulsified Asphalt Adhesive for Adhering Roof Insulation . . . . . . . . . . . . Table R905.9.2, Table R905.11.2

D 3787—01 Test Method for Bursting Strength of Textiles Constant Rate of Traverse (CRT) Ball Burst Test . . . . . . . . . . . . R4101.17.1.15

D 3909—97b Specification for Asphalt Roll Roofing (Glass Felt) Surfaced

with Mineral Granules. . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.2.8.2, R905.3.3, R905.5.4, Table R905.9.2, Table R906.3.2,

D 3957—03 Standard Practices for Establishing Stress Grades for Structural

Members Used in Log Buildings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R502.1.6, R602.1.3, R802.1.5

D 4022—94(2000)e01 Specification for Coal Tar Roof Cement, Asbestos Containing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2

D 4068—01 Specification for Chlorinated Polyethylene (CPE) Sheeting for Concealed Water Containment Membrane . . . . . . . P2709.2.2

D 4272—99 Test Method for Total Energy Impact of Plastic Films by Dart Drop. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4402.4.2.4

D 4318—00 Test Methods for Liquid Limit, Plastic Limit and Plasticity Index of Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R403.1.7.5.1

D 4402 Viscosity Determinations of Unfilled Asphalt Using the Brookfield Thermostat Apparatus . . . . . . . . . . . . . . . . . . R4402.8.2.3

D 4434—04 Specification for Poly (Vinyl Chloride) Sheet Roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.13.2

D 4479—00 Specification for Asphalt Roof Coatings-Asbestos-free . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2

D 4551—96(2001) Specification for Poly (Vinyl) Chloride (PVC) Plastic Flexible Concealed Water-containment Membrane . . . . . . . . P2709.2.1

D 4586—00 Specification for Asphalt Roof Cement-Asbestos-free . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2

D 4601—98 Specification for Asphalt-coated Glass Fiber Base Sheet Used in Roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R905.9.2

D 4637—04 Specification for EPDM Sheet Used in Single-ply Roof Membrane . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.12.2

D 4829—03 Test Method for Expansion Index of Soils . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R403.1.8.1

D 4869—04 Specification for Asphalt-Saturated (Organic Felt) Underlayment Used in Steep Slope Roofing . . . . . . . . R905.2.3, R905.4.3,

R905.5.3, R905.6.3, R905.7.3, R905.8.3

D 4897—01 Specification for Asphalt Coated Glass-fiber Venting Base Sheet Used in Roofing . . . . . . . . . . . . . . . . . . . . . . Table R905.9.2

D 4990—97a Specification for Coal Tar Glass Felt Used in Roofing and Waterproofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R905.9.2

D 5019—96 e01 Specification for Reinforced Non-Vulcanized Polymeric Sheet Used in Roofing Membrane . . . . . . . . . . . . . . . . . . . R905.12.2

D 5034—95 Test Method for Breaking Strength and Elongation of Textile Fabrics (Grab Test) Specifications

for Adhesives for Field Gluing Plywood to Lumber Framing for Floor Systems . . . . . . . . . . . . . . . . . . . . . . . R4101.17.1.15

D 5055—04 Specification for Establishing and Monitoring Structural Capacities of Prefabricated Wood I-Joists . . . . . . . . . . . . . . R502.1.4

D 5516—03 Test Method for Evaluating the Flexural Properties of Fire-Retardant-treated Softwood

Plywood Exposed to the Elevated Temperatures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R802.1.3.2.1

D 5643—94(2000)e01 Specification for Coal Tar Roof Cement Asbestos-free . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.9.2

D 5664—02 Test Methods For Evaluating the Effects of Fire-Retardant Treatments and Elevated Temperatures on

Strength Properties of Fire-retardant-treated Lumber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R802.1.3.2.2

D 5665—99a Specification for Thermoplastic Fabrics Used in Cold-applied Roofing and Waterproofing . . . . . . . . . . . . . . . Table R905.9.2

D 5726—98 Specification for Thermoplastic Fabrics Used in Hot-applied Roofing and Waterproofing . . . . . . . . . . . . . . . . Table R905.9.2

D 6083—97a Specification for Liquid Applied Acrylic Coating

Used in Roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R905.9.2, Table R905.11.2, Table R905.15.2, R4402.12.6.2

D 6162—00a Specification for Styrene Butadiene Styrene (SBS) Modified Bituminous Sheet Materials

Using a Combination of Polyester and Glass Fiber Reinforcements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R905.11.2

D 6163—00e01 Specification for Styrene Butadiene Styrene (SBS) Modified Bituminous Sheet Materials

Using Glass Fiber Reinforcements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.11.2

D 6164—00 Specification for Styrene Butadiene Styrene (SBS) Modified Bituminous Sheet Materials

Using Polyester Reinforcements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.11.2

D 6221—00 Specification for Reinforced Bituminous Flashing Sheets for Roofing and Waterproofing . . . . . . . . . . . . . . . Table R905.11.2

D 6222—02 Specification for Atactic Polypropelene (APP) Modified Bituminous Sheet Materials

Using Polyester Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.11.2

D 6223—02 Specification for Atactic Polypropelene (APP) Modified Bituminous Sheet Materials

Using a Combination of Polyester and Glass Fiber Reinforcement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R905.11.2



ASTM - continuedD 6298—00 Specification for Fiberglass Reinforced Styrene-Butadiene-Styrene (SBS) Modified

Bituminous Sheets with a Factory Applied Metal Surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.11.2

D 6305—02e01 Practice for Calculating Bending Strength Design Adjustment Factors for Fire-Retardant-

Treated Plywood Roof Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R802.1.3.2.1

D 6380—01e01 Specification for Asphalt Roll Roofing (Organic Felt) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.2.8.2, R905.3.3

D 6694—01 Standard Specification Liquid-Applied Silicone Coating Used in spray Polurethane Foam roofing1

. . . . . . . . . . . . . R905.15.2

D 6754—02 Standard Specification for Ketone Ethylene ester Based Sheet Roofing1

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.13.2

D6757—05 Standard Specification for Underlayment Felt Containing Inorganic Fibers

Used in Steep-Slope Roofing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.2.2, R905.2.3, R905.2.7

D 6841—03 Standard Practice for Calculating Design Value Treatment Adjustment Factors

for Fire-retardant-treated Lumber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R802.1.3.2.2

D 6878—03 Standard Specification for Thermoplastic Polyolefin Based Sheet Roofing1

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.13.2

D7158—05 Standard Test Method for Wind Resistance of Sealed Asphalt

Shingles (Uplift Force/Uplift Resistance Method) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.2.6.1, Table R905.2.6.1

E 84—06a Test Method for Surface Burning Characteristics of Building Materials . . . . . . . R202, R314.3, R314.5.8, R314.5.10, R315.3,

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R315.4, R316.1, R316.2, R802.1.4, M1601.11, M1601.3.7, M1601.3.13,

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1601.16, R4409.1.4.4, R4409.14.1, R4412.1.2, R4412.1.3.1.1,

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4412.1.3.1.4, R4412.1.3.2.4.5, N1110.ABC.3.0.7

E 96—00e01 Test Method for Water Vapor Transmission of Materials . . . . . . . . . . . . . . . . . . . . . . . . . M1411.4, M1601.3.4, R202, R804.4,

R4402.12.6.5.2.17.7, R4409.13.3.2.5

E 108—04 Test Methods for Fire Tests of Roof Coverings . . . . . . . . . R902.1, R902.2, R4402.2.1, R4402.5.1, R4402.12.1.2, R4409.16.1

E 119—00a Test Methods for Fire Tests of Building Construction and Materials . . . . . . . . . . . . . . . . R314.1.2, R314.4, R317.1, R317.3.1,

R4412.1.2, R4412.1.3.2

E 136—04 Test Method for Behavior of Materials in a Vertical Tube Furnace at 750 Degree C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R202

E 152—95 Methods of Fire Tests of Door Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R314.3, R4412.1.3.1.4

E 163 Methods of Fire Tests for Window Assemblies (Withdrawn) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4407.4.2.12.8

E 283—04 Standard Test Method for Determining the Rate of Air Leakage through Exterior Windows,

Curtain Walls and Doors Under Specified Pressure Differences Across the Specimen

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1106.ABC.1.1, N1106.ABC.2.4, R4409.13.3.2.5, Appendix G B3.4

E 330-02 Test Method for Structural Performance of Exterior Windows, Curtain Walls, and

Doors by Uniform Static Air Pressure Difference . . . . . . . . . . . . . . . . . . . . . . . . R613.3, R613.4.1, R4410.6.4, R4410.6.6.1

E 331—00 Test Method for Water Penetration of Exterior Windows, Skylights, Doors and

Curtain Walls by Uniform Static Air Pressure Difference . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R613.4, R4410.6.4

E 814—02 Test Method for Fire Tests of Through-Penetration Firestops . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R317.3.1.2

E 903-96 Test Method for Solar Absorptance, Reflectance, and Transmittance of Materials

Using Integrating Spheres . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1104.A.4, Appendix G C4.2.1.5

E 970—00 Test Method for Critical Radiant Flux of Exposed Attic Floor Insulation Using a Radiant Heat Energy Source . . . . . . . R316.5

E 1300—04e01 Practice for Determining Load Resistance of Glass in Buildings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R613.3.1, R4410.2.2

(02 or 98 HVHZ)

E 1509—04 Standard Specification for Room Heaters, Pellet Fuel-burning Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1410.1

E 1602—03 Guide for Construction of Solid Fuel Burning Masonry Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R1002.2

E 1886—02 or 05 Test Method for Performance of Exterior Windows, Curtain Walls, Doors and Storm Shutters

Impacted by Missles and Exposed to Cyclic Pressure Differentials . . . . . . . . . . . . . . . . . . . . . . . . . . . . R301.2.1.2, R613.6.1

E 1918-06 Standard Test Method for Measuring Solar Reflectance of Horizontal

and Low-Sloped Surfaces in the Field . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1104.A.4

E 1996—02 or 05 Specification for Performance of Exterior Windows, Curtain Walls, Doors and Storm Shutters

Impacted by Windborne Debris in Hurricanes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R301.2.1.2, R613.6.1

E 2112-07 Standard Practice for Installation of Exterior Windows, Doors and Skylights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R613.7.5

E 2231—04 Standard Practice for Specimen Preparation and Mounting of Pipe and Duct

Insulation Materials to Assess Surface Burning Characteristics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1601.2.1

F 405—97 Specifications for Corrugated Polyethylene (PE) Tubing and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.5

F 409—02 Specification for Thermoplastic Accessible and Replaceable Plastic Tube and Tubular Fittings . . . . . . . . . . . . . Table P2701.1,

P2702.3, Table R4413.2.7

F 437—99 Specification for Threaded Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic

Pipe Fittings, Schedule 80 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, Table R4413.2.7

F 438—04 Specification for Socket-type Chlorinated Poly (Vinyl Chloride) (CPVC)

Plastic Pipe Fittings, Schedule 40 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, Table R4413.2.7

F 439—02e01 Specification for Socket-type Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic

Pipe Fittings, Schedule 80 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, Table R4413.2.7

F 441/F 441M—02 Specification for Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic Pipe,

Schedules 40 and 80 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4, Table P2904.5

F 442/F 442M—99 Specification for Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic Pipe (SDR-PR) . . . . . . . . . Table P2904.4, Table P2904.5

F 477—02e01 Specification for Elastomeric Seals (Gaskets) for joining Plastic Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . P2904.17, P3003.18



ASTM - continuedF 493—04 Specification for Solvent Cements for Chlorinated Poly (Vinyl Chloride) (CPVC) Plastic Pipe and Fittings . . . . . P2904.9.1.2

F 628—01 Specification for Acrylonitrile-Butadiene-Styrene (ABS) Schedule 40 Plastic Drain, Waste,

and Vent Pipe with a Cellular Core . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.1, Table P3002.2,

Table R4413.2.2, Table R4413.2.3, Table R4413.2.4

F 656—02 Specification for Primers for Use in Solvent Cement Joints of Poly (Vinyl Chloride)

(PVC) Plastic Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2904.9.1.3, Table P3002.1, Table P3002.2,

P3003.9.2, P3003.14.2

F 714—03 Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter . . . . . . . . . . . . . . . . . . . Table P3002.2

F 789—95a Specification for Type PS-46 and Type PS-115 Poly (Vinyl Chloride) (PVC)

Plastic Gravity Flow Sewer Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.2

F 876—04 Specification for Cross-linked Polyethylene (PEX) Tubing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.4

F 877—02e01 Specification for Cross-linked Polyethylene (PEX) Plastic Hot- and

Cold-water Distribution Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table M2101.1, Table P2904.4,

P2904.9.1.4.2, Table P2904.5, Table 2904.6

F 891—00e01 Specification for Coextruded Poly (Vinyl Chloride) (PVC) Plastic Pipe

with a Cellular Core . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.1, Table P3002.2, Table 3002.3, Table P3002.4,

Table R4413.2.2, Table R4413.2.3, Table R4413.2.4, Table R4413.2.5

F 1055—98e01 Specification for Electrofusion Type Polyethylene Fittings for Outside Diameter

Controlled Polyethylene Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table M2101.1, M2104.2.1.2

F 1281—03 Specification for Crosslinked Polyethylene/Aluminum/Crosslinked

Polyethylene (PEX-AL-PEX) Pressure Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.4, Table P2904.5

F 1282—03 Specification for Polyethylene/Aluminum/Polyethylene (PE-AL-PE)

Composite Pressure Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4, Table P2904.5

F 1346—91(1996) Performance Specification for Safety Covers and Labeling Requirements for Swimming Pools, Spas and Hot Tubs . . . . R202

F 1412—01 Specification for Polyolefin Pipe and Fittings for Corrosive Waste Drainage . . . . . Table P3002.2, Table P3002.3, P3003.16.1

F 1488—03 Specification for Coextruded Composite Pipe . . . . . . . . . . . . . . . . . . . . . . Table P3002.1(1), Table P3002.1(2), Table P3002.2

F 1554—99 Standard Specifications for Anchor Bolts Steel 36, 55 and 105 ksi Yield Strength . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.5

F 1667—03 Specification for Driven Fasteners, Nails, Spikes, and Staples . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.2.5

F 1807—04 Specification for Metal Insert Fittings Utilizing a Copper Crimp Ring for SDR9

Cross-linked Polyethylene (PEX) Tubing . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.6, P2904.9.1.4.2

F 1866—98 Specification for Poly (Vinyl Chloride) (PVC) Plastic Schedule 40 Drainage

and DWV Fabricated Fittings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P3002.4

F 1960—04 Specification for Cold Expansion Fittings with PEX Reinforcing Rings for Use with

Cross-linked Polyethylene (PEX) Tubing . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.6, P2904.9.1.4.2

F 1974—04 Specification for Metal Insert Fittings for Polyethylene/Aluminum/Polyethylene and Crosslinked

Polyethylene/Aluminum/Crosslinked Polyethylene Composite Pressure Pipe . . . . . . . . . . . . . . . . . . . . . . . . . Table P2904.6

F 1986—00a Multilayer Pipe Type 2, Compression Joints for Hot and Cold Drinking Water Systems . . . . . . . . . . . . . . . . . . . Table P2904.4,

Table P2904.5, Table P2904.6

F 2006—00 Standard/Safety Specification for Window Fall Prevention Devices for Non-Emergency

Escape (Egress) and Rescue (Ingress) Windows . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R613.2

F 2080—04 Specification for Cold-expansion Fittings with Metal Compression-Sleeves for

Crosslinked Polyethylene (PEX) Pipe . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2904.6, P2904.9.1.4.2

F 2090—01A Specification for Window Fall Prevention Devices

—with Emergency Escape (Egress) Release Mechanisms. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .613.2

F 2098—01 Standard Specification for Stainless Steel Clamps for SDR9 PEX Tubing to Metal Insert Fittings . . . . . . . . . . . Table M2101.1

F 2389—04 Standard for Pressure-rated Polypropylene (PP) Piping Systems . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1, Table P2904.4,

Table P2904.5, Table P2904.6, P2904.10.1

G 26—77 Practice for Operating Light Exposure Apparatus (Xenon Arc Type) With and

Without Water for Exposure of Nonmetallic Materials (Withdrawn) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4412.1.2

G 53—96 Practice for Operating Light and Water Exposure Apparatus (Fluorescent UV

condensation type) for Exposure of Nonmetallic Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4401.17.1.15

G 60 Standard Practice for Conducting Cyclic Humidity Exposures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.6.17.2.2.8

G 85 Standard Practice for Modified Salt Spray (Fog) Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4402.6.5

American Welding Society

550 N. W. LeJeune Road

Miami, FL 33126AWSStandard Referenced

reference in code


A5.8—04 Specifications for Filler Metals for Brazing and Braze Welding. . . . . . . . . . . . . . . . . . . . . . P3003.5.1, P3003.10.1, P3003.11.1

B2.1 Standard Welding Procedure and Performance Qualification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

C5.4 Recommended Welding Practice for Stud Welding . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3



AWS - continuedD1.1 Structural Welding Code Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

D1.2 Structural Welding Code Aluminum . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4406.1.3

D1.3 Structural Welding Code Sheet Metal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

D1.4 Structural Welding Code Reinforcing Steel. . . . . . . . . . . . . . . . . . . . . . . . . . . R4405.4.4, R4405.8.4.8, R4407.2.1.1, R4408.1.3

D9.1 Specification for Welding of Sheet Metal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

D10.9 Standard for Qualification of Welding Procedures and Welders for Piping and Tubing . . . . . . . . . . . . . . . . . . . . . . . R4408.1.3

American Wood-Preservers’ Association

801 Alabama Avenue 2nd Floor

Selma, AL 36702-0388AWPAStandard Referenced

reference in code


C1—00 All Timber Products—Preservative Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R902.2

C1—100 All Timber Products—Preservative Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R902.2

C2—01 Lumber, Timbers, Bridge Ties and Mine Ties — Preservative Treatment

by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R319.1, R323.1.7, Table R905.8.5, R4409.1.4.5

C3—99 Piles — Preservative Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . R319.1, R323.1.7, R4404.7.1.3, R4409.1.4.5

C4—99 Poles — Preservative Treatment by Pressure Processes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R319.1, R323.1.7, R4409.1.4.5

C5—03 Posts—Pressure Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.5

C6—99 Crossties and Switch Ties Preservative Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.5, R4409.21.9

C7—96 Western Red Cedar, Northern White Cedar & Alaska yellow Cedar Poles Preservative

Treatment of Incised Pole Butts by the Thermal process (Withdrawn) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.5

C8—96 Western Red & Alaska Yellow Cedar Poles Preservative Treatment by the Full

Length Thermal process (Withdrawn) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.5

C9—03 Plywood — Preservative Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R319.1, R323.1.7, R4409.1.4.5

C10—96 Lodgepole Pine Poles Preservative Treatment by the Full Length Thermal Process . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.5

C11—01 Wood Blocks for Floors & Platforms Pressure Treatment by the Pressure Process . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.5

C14—03 Wood for Highway Construction Pressure Treatment by the Pressure Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.5

C16—03 Wood used on Farms Pressure Treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.5

C18—99 Standard for Pressure Treated Material in Marine Construction . . . . . . . . . . . . . . . . . . . . . . . . . R319.1, R323.1.7, R4409.1.4.5

C20—99 Structural Lumber—Fire retardant Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.5

C22—96 Lumber and Plywood for Permanent Wood Foundations— Preservative Treatment

by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R319.1, R323.1.7, R402.1.2, R504.3, R4409.1.4.5

C23—03 Round Poles and Posts Used in Building Construction— Preservative Treatment

by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R319.1, R323.1.7, R4409.1.4.5

C25—03 Sawn Crossarms Pressure Treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.5

C26—57 Crossarms Non Pressure Treatment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.5

C28—99 Standard for Preservative Treatment by Pressure Process of Structural Glued

Laminated Members and Laminations Before Gluing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.5

C29—01 Lumber to be used for the Harvesting Storage and Transportation of Food Stuffs

Preservative Treatment by Pressure Processes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.5

C33—00 Standard for Preservative Treatment of Structural Composite Lumber by Pressure Processes . . . . . . . . . . . . . . . . . . . . . R324.1

M1—01 Standard for the Purchase of Treated Wood Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.7.1.4

M2—01 Standard for the Inspection of Wood Products Treated with Preservatives . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4404.7.1.4

M4—02 Standard for the Care of Preservative Treated Wood Products . . . . . . . . . . . . . . . . . . . . . . R319.1.1, R4404.7.1.4, R4409.1.4.5

U1—04 USE CATEGORY SYSTEM: User Specification for Treated Wood

Except Section 6 Commodity Specification H . . . . . . . . . . . . . . . . . . . R319.1, R324.1.7, R402.1.2, R504.3, Table R905.8.5

American Water Works Association

6666 West Quincy Avenue

Denver, CO 80235AWWAStandard Referenced

reference in code


C104—98 Standard for Cement-Mortar Lining for Ductile-iron Pipe and Fittings for Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . P2904.4

C110—98 Standard for Ductile-iron and Gray-iron Fittings, 3 Inches

through 48 Inches, for Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6, Table P3002.3, Table R4413.2.7

C115—99 Standard for Flanged Ductile-iron Pipe with Ductile-iron or Gray-iron Threaded Flanges . . . . . . . . . . . . . . . . . Table P2904.4



AWWA - continuedC151/A21.51—02 Standard for Ductile-iron Pipe, Centrifugally Cast, for Water . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4

C153—00 Standard for Ductile-iron Compact Fittings for Water Service . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.6.1

C510—00 Double Check Valve Backflow Prevention Assembly . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2902.3

C511—00 Reduced-Pressure Principle Backflow Prevention Assembly . . . . . . . . . . . . . . . . . . . . . . Table P2902.3, P2902.3.5, P2902.5.1

Canadian General Standards Board

Place du Portage 111, 6B1

11 Laurier Street

Gatineau, Quebec, Canada KIA 1G6CGSBStandard Referenced

reference in code


37-GP—52M—(1984) Roofing and Waterproofing Membrane, Sheet Applied, Elastomeric . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.12.2, R4402.4.2.4

37-GP—56M—(1980) Membrane, Modified Bituminous, Prefabricated and Reinforced for Roofing—

with December 1985 Amendment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R905.11.2

CAN/CGSB-37.54—95 Polyvinyl Chloride Roofing and Waterproofing Membrane . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.13.2

Cast Iron Soil Pipe Institute

5959 Shallowford Road, Suite 419

Chattanooga, TN 37421CISPIStandard Referenced

reference in code


301—04 Standard Specification for Hubless Cast Iron Soil Pipe and Fittings for Sanitary

and Storm Drain, Waste and Vent Piping Applications . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P3002.1, Table P3002.2,

Table R4413.2.2, Table R4413.2.3,

Table R4413.2.4, Table R4413.2.5

310—04 Standard Specification for Coupling for Use in Connection with Hubless Cast Iron Soil Pipe

and Fittings for Sanitary and Storm Drain, Waste, and Vent Piping Applications . . Table P3002.1, Table P3002.2, P3003.6.3

Consumer Product Safety Commission

4330 East West Highway

Bethesda, MD 20814-4408CPSCStandard Referenced

reference in code


16 CFR Part 1201—

(1977) Safety Standard for Architectural Glazing . . . . . . . . . . . . . . . . . . . R308.1.1, R308.3, R4410.2.1.3, R4410.2.3.1.2, R4410.2.4.2

16 CFR Part 1209—

(1979) Interim Safety Standard for Cellulose Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R316.3

16 CFR Part 1404—

(1979) Cellulose Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R316.3

Cool Roof Rating Council

1738 Excelsior Avenue

Oakland, CA 94602CRRCStandard Referenced

reference in code


CRRC-1-2006 CRRC-1 Product Rating Program . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1104.A.4

Canadian Standards Association

5060 Spectrum Way, Suite 100

Mississauga, Ontario, Canada L4W 5N6CSAStandard Referenced

reference in code


CSA Requirement 3—88 Manually Operated Gas Valves for Use in House Piping Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table G2420.1.1



CSA - continued

8-93 (Revision 1, 1999) Requirements for Gas Fired Log Lighters for Wood Burning Fireplaces

—with Revisions through January 1999 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2433.1

0325.0—92 Construction Sheathing (Reaffirmed 1998) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R503.2.1

0437-Series—93 Standards on OSB and Waferboard (Reaffirmed 2001) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R503.2.1, R803.2.1

A 257.1M—03 Nonreinforced Circular Concrete Culvert, Storm Drain, Sewer Pipe and Fittings . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.4

A 257.2M—03 Reinforced Circular Concrete Culvert, Storm Drain, Sewer Pipe and Fittings . . . . . . . . . . . . . . . . . . P3002.2, Table R4413.2.4

A 257.3M—92 Joints for Circular Concrete Sewer and Culvert Pipe, Manhole Sections,

and Fittings Using Rubber Gaskets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P3003.7

101/I.S.2/A440—05 Specifications for Windows, Doors and Unit Skylights. . . . . . . . . . . . . . . . . . . . . . . . . . . . . R308.6.9, R613.4, N1106.ABC.1.1

B45.1—02 Ceramic Plumbing Fixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2711.1, P2712.1

B45.2—02 Enameled Cast Iron Plumbing Fixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table 2701.1, P2711.1

B45.3—02 Porcelain Enameled Steel Plumbing Fixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2701.1, Table P2702.2, P2711.1

B45.4—02 Stainless Steel Plumbing Fixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2711.1, P2712.1

B45.5—02 Plastic Plumbing Fixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2711.2, P2712.1

B45.9—02 Macerating Systems and Related Components . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . P3007.1, P3007.2.1

B64.1.1—01 Vacuum Breakers, Atmospheric Type (PVB) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2

B64.1.2—01 Vacuum Breakers, Pressure Type (PVB) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2

B64.2—01 Vacuum Breakers, Hose Connection Type (HCVB). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2.2

B64.2.1—01 Vacuum Breakers, Hose Connection Type (HCVB) with Manual Draining Feature . . . . . . . . . . . . . . Table P2902.2, P2902.2.2

B64.2.1.1—01 Vacuum Breakers, Hose Connection Dual Check Type (HCDVB) . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2902.2, P2902.2.2

B64.2.2—01 Vacuum Breakers, Hose Connection Type (HCVB) with Automatic Draining Feature . . . . . . . . . . . . . Table P2902.2, P2902.2

B64.3—01 Backflow Preventers, Dual Check Valve type

with Atmospheric Port (DCAP) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2.2, P2902.2.3, P2902.4.1

B64.4—01 Blackflow Preventers, Reduced Pressure Principle Type (RP) . . . . . . . . . . . . Table P2902.2, P2902.2.3, P2902.2.5, P2902.4.1

B64.4.1—01 Backflow Preventers, Reduced Pressure Principle Type for Fire Systems (RPF) . . . . . . . . . . . . . . . . Table P2902.2, P2902.2.5

B64.5—01 Backflow Preventers, Double Check Valve Type (DCVA) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2.6

B64.5.1—01 Backflow Preventers, Double Check Valve Type for Fire Systems (DCVAF) . . . . . . . . . . . . . . . . . . Table P2902.2, P2902.2.6

B64.7—01 Vacuum Breakers, Laboratory Faucet Type (LFVB) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2.2

B125—01 Plumbing Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2701.1, P2702.2, P2708.3, P2722.1, P2722.2, P2722.3

B 125.1—05 Plumbing Supply Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2.2, P2902.3.1, P3003.3.5

B137.1—02 Polyethylene Pipe, Tubing and Fittings for Cold Water Pressure Services . . . . . . . . . . . . . . . . . . Table P2904.4, Table P2904.6

B137.2—02 PVC Injection-moulded Gasketed Fittings for Pressure Applications . . . . . . . . . . . . . . . . . . . . Table P2904.6, Table R4413.2.7

B137.3—02 Rigid Poly (Vinyl Chloride) (PVC) Pipe for Pressure Applications . . . . . . . . . . . . . . . . Table P2904.4, P3003.9.2, P3003.14.2

B137.5—02 Cross-linked Polyethylene (PEX) Tubing Systems for Pressure Applications . . Table P2904.4, Table P2904.5, Table P2904.6

B137.6—02 CPVC Pipe, Tubing and Fittings For Hot and Cold Water

Distribution Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4, Table P2904.5, Table 2904.6

B137.8—02 Polybutylene (PB) Piping for Pressure Applications . . . . . . . . . . . . . . . . . . . . . . . . Table 2904.4, Table P2904.5, Table 2904.6

B137.9—02 Polyethylene/Aluminum/Polyethylene Composite Pressure-Pipe Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table 2904.4.1

B137.10—02 Crosslinked Polyethylene/Aluminum/Crosslinked Polyethylene

Composite Pressure-Pipe Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2904.4.1, Table P2904.5, Table M2101.1

B137.11—02 Polypropylene (PP-R) Pipe and Fittings for Pressure Applications . . . . . . . . . . Table P2904.4.1, Table 2904.5, Table P2904.6

B181.1—02 ABS Drain, Waste and Vent Pipe and Pipe Fittings . . . . . . . . . . . . . . . . . . . Table P3002.1, Table R4413.2.2, Table R4413.2.3

B181.2—02 PVC Drain, Waste and Vent Pipe and Pipe Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table R4413.2.2, Table R4413.2.3

B181.3—02 Polyolefin Laboratory Drainage Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R4413.2.2, Table R4413.2.3

B182.2—02 PVC Sewer Pipe and Fittings (PSM Type) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R4413.2.4, Table R4413.2.5

B182.4—02 Profile PVC Sewer Pipe & Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table R4413.2.4, Table R4413.2.5

B602—02 Mechanical Couplings for Drain, Waste and Vent Pipe and Sewer Pipe . . . . . . . . . . . . . . . . . . P3003.3.1, P3003.6.3, P3003.7,

P3003.8.1, P3003.14.1, P3003.15, P3003.17

LC3—00 Appliance Stands and Drain Pans. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2801.5

CAN/CSA A257.3M—92 Joints for Circular Concrete Sewer and Culvert Pipe, Manhole Sections, and Fittings Using Rubber Gaskets . . . . . . P3003.3.5

CAN/CSA B64.1.1—01 Vacuum Breakers, Atmospheric Type (AVB). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2.2

CAN/CSA B64.2—01 Vacuum Breakers, Hose Connection Type (HCVP) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2902.2, P2902.2.2

CAN/CSA B64.2.2—01 Vacuum Breakers, Hose Connection Type (HCVP) with Automatic Draining Feature . . . . . . . . . . . Table P2902.2, P2902.2.2

CAN/CSA B64.3—01 Backflow Preventers, Dual Check Valve Type with Atmospheric Port (DCAP). . . . . . . . Table P2902.2, P2902.2.3, P2902.4.1

CAN/CSA B64.4—01 Backflow Preventers, Reduced Pressure Principle Type (RP) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2902.2, P2902.2.5

CAN/CSA B137.9—99 Polyethylene/Aluminum/Polyethylene Composite Pressure Pipe Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table P2904.4.1

CAN/CSA B137.10M—02 Crosslinked Polyethylene/Aluminum/Polyethylene Composite Pressure

Pipe Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table P2904.4.1, Table P2904.5, Table M2101.1



Cedar Shake & Shingle Bureau

515 116th Avenue, NE, Suite 275

Bellevue, WA 98004-5294CSSBStandard Referenced

reference in code


CSSB—97 Grading and Packing Rules for Western Red Cedar Shakes and Western Red Shingles

of the Cedar Shake and Shingle Bureau. . . . . . . . . . . . . . . . . . . . . . . . . . . . R702.6, R703.5, Table R905.7.4, Table R905.8.5

Door and Access Systems Manufacturers

Association International

1300 Summer Avenue

Cleveland, OH 44115-2851DASMAStandard Referenced

reference in code


108—02 Standard Method for Testing Garage Doors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R613.4.1, R613.4.2

ANSI/DASMA 115-05 Standard Method for Testing Garage Doors and Rolling Doors: Determination

of Structural Performance Under Missile Impact and Cyclic Wind Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R301.2.1.2

United States Department of Commerce

100 Bureau Drive Stop 3460

Gaithersburg, MD 20899

DOC/NISTStandard Referenced

reference in code


CS 236 Mat Formed Particleboard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.6, R4409.2.1.6

PS 1—95 Construction and Industrial Plywood . . . . . . . . . . . . . . . . . . . . . . . . . . R404.2.1, Table R404.2.3, R503.2.1, R604.1, R803.2.1,

R404.21, Table R404.2.3, R503.2.1, R604.1, R803.2.1, R4409.1.4.6, R4409.2.1.2

PS 2—92 Performance Standard for Wood–based Structural–use Panels. . . . . . . . . . . . . . . . . . . . . . R404.2.1, Table R404.2.3, R503.2.1,

R604.1, R803.2.1, R404.21, Table R404.2.3, R503.2.1, R604.1, R803.2.1, R4409.1.4.6, R4409.2.1.2

PS 20—99 American Softwood Lumber Standard . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R404.2.1, R502.1.1, R602.1.1, R802.1.1,

Table R404.2.3, R503.2.1, R604.1, R803.2.1, R4409.1.4.6, R4409.2.1.8

PS 56 Structural Glued Laminated Timber . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.6

United States Department of Energy

c/o Superintendent of Documents

U.S. Government Printing Office

Washington, DC 20402-9325DOEStandard Referenced

reference in code


DOE, 10 CFR, Part 430 Uniform Test Method for Measuring the Energy Consumption

Subpart B, App. E-1998 of Water Heaters . . . . . . . . . . . . . . Table N1108.ABC.3.2F, Subpart B, App. E-1998, N1112.ABC.3.1.1, N1112.ABC.3.2.1

DOE, 10 CFR, Part 430 Uniform Test Method for Measuring the Energy Consumption . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1107.ABC.3.1

Subpart B, App. M of Central Air Conditioners

DOE, 10 CFR, Part 430 Uniform Test Method for Measuring the Energy Consumption

Subpart B, App N-1998 of Furnaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table N1108.ABC.3.2E

DOE, 10 CFR, Part 430 Uniform Test for Measuring the Energy Consumption of Vented Home Heating Equipment . . . . . . . . . . . . . . . . . . . N1100.7.3

Subpart B, App O-1998

EPACT, 1992 42 USC 6831 Energy Policy Act of 1992 et seq. Public Law 102-486 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1107.ABC.3.2

NAECA, 1987 National Appliance Energy Conservation Act of 1987 . . . . . . Tables N1107.ABC.3.2A, N1107.ABC.3.2B, N1108.ABC.3.2E



Department of Labor

Occupational Safety and Health Administration

Frances Perkins Building

200 Constitution Avenue, NW

Washington, D.C. 20210DOL/OSHAStandard Referenced

reference in code


29 CFR 1910 General Industry Occupational Health & Safety Standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4403.7.3

29 CFR 1926 650(P) Excavation Safety Act . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4404.1.1

Department of Transportation

400 Seventh St. S.W.

Washington, DC 20590DOTnStandard Referenced

reference in code


14 CFR Part 150 (2005) Airport Noise Compatibility Planning, Federal Aviation Administration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R325

49 CFR, Parts 192.281(e) and

192.283 (b) Transportation of Natural and Other Gas by Pipeline: Minimum Federal Safety Standards. . . . . . . . . . . . . . . . . . . . . G2414.6.1

Florida Concrete & Products Association, Inc.

3030 Dade Avenue

Orlando, Florida 32804FCPAStandard Referenced

reference in code


FCPA—97 Guide to Concrete Masonry Residential Construction in High Wind Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R301.2.1.1

Federal Emergency Management Agency

500 C Street, SW

Washington, DC 20472FEMAStandard Referenced

reference in code


CFR 44 Emergency Management and Assistance

Part 59 59 Criteria for Land Management Use, General Provisions. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R301.2.4, M1401.5, P2601.3

Part 60 60 Criteria for Land Management Use, Flood Plain Management Regulation . . . . . . . . . . . . . . . . R301.2.4, M1401.5, P2601.3

Florida Building Commission

c/o Florida Department of Community Affairs

Building Codes and Standards

2555 Shumard Oak Boulevard

Tallahassee, FL 32399-2100

FloridaCodesStandard Referenced

reference in code


Ch. 11 FBC-B—07 Ch. 11 Florida Building Code, Building (Florida Accessible Code for Building Construction) . . . . . . . . . . . . 101.4.8, 104.11.3

201.5, 403.1.1, 406.2.2, 412.1.6, 423.10.2.8.7, 423.27.4, 423.28.2.4, 427.1.4.1.1.3, 427.1.4.4.1, 427.1.4.4.2, 1003.3.4,

1003.5.3, 1007.1, 1008.1, 1009.5.3, 1009.11.8, 1009.14, 1010.1, 1010.8, 1010.9, 1208.2, 3001.3

Ch. 13 FBC-B--07 Ch. 13 Florida Building Code, Building (Energy Efficiency) . . . . . . . . . . . . . . . . . . 101.4.7, 201,6, 1202.3.2, 1301.1.1, 1403.2

Ch. 27 FBC-B—07 Ch. 27 Florida Building Code, Building (Electrical Systems) . . . . . . . . . . . . . . . . 101.4.1, 102.2.6, 107.3, 414.5.4, 414.9.2.8.1

415.9.2.8, 419.3.8.3, 419.3.8.8, 419.3.14.2, 419.3.14.4, 419.3.15.2, 420.3.19.3, 420.3.19.5, 420.3.20.2, 420.3.20.3, 421.3.9.3,

421.3.9.5, 421.3.10.10, 423.25.5, 423.25.5.2, 424.1.4.1, 424.1.6.5.16.4.1, 424.1.6.5.1, 424.1.9.8.5, 424.2.16, 425.3.5, 426.3.5,

427.1.4.1.5, 603.1.3, 904.3.1, 907.1.3, 907.5, 907.9.3, 909.11, 909.12.1, 909.16.3, 1006.2.3.4, 1006.2.4, 1205.4.1, 1405.10.4,

2701.1, 2702.1

FEBC—07 Florida Existing Building Code . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .101.2. 1009.3

FPC—07 Florida Fire Prevention Code . . . . . . . . . . . . . . . . . . . . . . 101.4.6, 102.6, 201.3, 307.2, Table 307.7(1), Table 307.7(2), 307.9,

Table 307.7(1), Table 307.7(2), 307.9, 308.2, 308.3, 404.2,406.5.1, 406.5.2, 406.6.1, 410.3.6, 411.1, 412.4.1, 413.1, 414.1.1,

414.1.2, 414.1.2.1, 414.2.4, Table 414.2.4, 414.3, 414.5, 414.5.1, Table 414.5.1, 414.5.2, 414.5.4, 414.5.5, 414.6, 415.1,

415.3, 415.3.1, Table 415.3.1, Table 415.3.2, 415.7, 415.7.1, 415.7.1.4, 415.7.2, 415.7.2.3, 415.7.2.5, 415.7.2.7, 415.7.2.8,



FLORIDA CODES - continued415.7.2.9, 415.7.3, 415.7.3.3.3, 415.7.3.5, 415.7.4, 415.8, 415.9.1, 415.9.2.7, 415.9.5.1, 415.9.7.2, 704.8.2, 706.1, 901.2,

901.3, 901.5, 901.6.2, 903.2.6.1, 903.2.11, Table 903.2.13, 903.5, 904.2.1, 905.1, 906.1, 907.2.5, 907.2.12.2, 907.2.14,

907.2.16, 907.19, 909.20, 910.2.3, Table 910.3, 1001.3, 1203.4.2, 1203.5, 2702.2.8, 2702.2.10, 2702.2.11, 2702.2.12, 2702.3,

3102.1, 3103.1, 3309.2

FBC-FG—07 Florida Building Code, Fuel Gas . . . . . . . . . . . . . . . . . . . . . . . . . . . . 101.4.2, 109.3, 201.1, 201.3, 415.7.3, 424.2.1.2, 424.2.15

425.3.7, 426.6.1, 426.3.6.2, 2113.11.1.2, 2113.15, 2801.1

FBC-M—07 Florida Building Code, Mechanical. . . . . . . . . . . . . . . . . 101.4.3, 201.3, 202, 307.9, 406.4.2 , 406.6.3, 406.6.5, 409.3, 412.4.6,

414.1.2, 414.1.2.1, 414.1.2.2, 414.3, 415.7.1.4, 415.7.2, 415.7.2.8, 415.7.3, 415.7.4, 415.9.11.1, 416.3, 603.1, 707.2,

716.2.2, 716.5.4, 716.6.1, 716.6.2, 716.6.3, 717.5, 719.1, 903.2.12.1, 904.2.1, 904.11, 908.6, 909.1, 909.10.2, 1014.5,

1016.4.1, 1203.1, 1203.2.1, 1203.4.2, 1203.4.2.1, 1203.5, 1209.3, 2304.5, 3004.3.1

FBC-P—07 Florida Building Code, Plumbing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .101.4.4, 109.3, 201.3,

415.7.4, 419.3.13.1, 421.3.8.1, 424.2.1.2, 424.2.3, 424.2.8.1, 424.2.13.2, 425.4.2, 426.3.1.2, 426.3.2.1, 427.1.4.1.2, 430.6.1,

603.1.2, 717.5, 903.3.5, 1206.3.3, 1503.4, 1503.4.3, 151.4.2, 1514.4.3, 1807.4.3, 2901.1, 2902.1.1, 3305.1

61C-5 Rule 61C, Florida Administrative Code (Bureau of Elevator Safety Regulations), . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3001.1

64E Rule 64E, Florida Administrative Code (Sewage Disposal) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .101.4.4, 2901.1

FBC-R—07 Florida Building Code, Residential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .101.2, 308.3, 308.5, 310.1, 1706.1.1

FBC-TPHVHZ—07 Florida Building Code, Test Protocols for High Velocity Hurricane Zones

RAS 109. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1521.18, 1523.6.2.1

RAS 111 . . . . . . . . . . . . . . . . . . . . . . . . . . . 903.3, 1503.3, 1504.5, 1514.2, 1514.2.1, 1514.2.2, 1514.2.3, 1514.2.4, 1514.2.5.2,

1514.3, 1514.4.1.1, 1515.2.3.2, 1517.6.1, 1517.6.2.1, 1517.6.2.3, 1517.6.2.5, 1518.5.3, 1518.6.2,

1518.7.3.4, 1518.9.5, 1519.8, 1519.10, 1519.13, 1519.16.5, 1523.6.5.2.14,

RAS 115 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.7

RAS 117. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1519.7, 1519.11, 1520.4, 1520.5, 1521.7.1, 1521.14.3, 1523.6.5.29

RAS 118 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.8.1

RAS 119 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.8.1

RAS 120 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.8.1

RAS 127. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1518.8.5, 1518.8.6, 1523.6.5.2, 1523.6.5.2.2.2, 1523.6.5.2.2.3, 1523.6.5.2.3.2,

1523.6.5.2.3.3, 1523.6.5.2.6.2, 1525

RAS 128 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1525

RAS 130 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.10

RAS 133 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1519.9.2

RAS 150 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1519.1

TAS 100 . . . . . . . . . . 1523.6.5, 1523.6.5.1, 1523.6.5.2, 1523.6.5.2.4, 1523.6.5.2.4.1, 1523.6.5.2.5, 1523.6.5.2.6, 1523.6.5.2.7

TAS 100A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.13

TAS 101 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2,2 1523.6.2.22, 1523.6.5.2.2.3

TAS 102 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1523.6.5.2.3, 1523.6.5.2.3.2, 1523.6.5.2.3.3, 1523.6.5.2.6.2, 1523.6.5.2.6.3

TAS 102A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1523.6.5.2.3, 1523.6.5.2.3.2, 1523.6.5.2.3.3, 1523.6.5.2.6.2, 1523.6.5.2.6.3

TAS 103 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.1

TAS 104 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.1

TAS 105 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1513.1, 1519.7.1, 1521.7, 1521.11

TAS 106 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1512.4.2.4, 1523.6.5.2.2.4, 1523.6.5.2.3.4, 1523.6.5.2.6.4

TAS 107 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table 107.2.10, R905.6.2.1, Table R905.6.2.1, 1507.2.10, 1523.6.5.1

TAS 108 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.2.1, 1523.6.5.2.2.2, 1523.6.5.2.2.3, 1523.6.5.2.3.1

1523.6.5.2.3.2, 1523.6.5.2.3.3., 1523.6.5.2.6.1., 1523.6.5.2.6.2, 1523.6.5.2.6.3, 1715.2, 1715.2.2

TAS 110. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1515.1.4, 1515.2.5, 1520.1, 1520.4, 1523.1.1, 1523.6.2, 1523.6.2.1, 1523.6.3

1523.6.5.2.4.1, 1523.6.5.2.6, 1523.6.5.2.7, 1523.6.5.2.8, 1523.6.5.2.9, 1523.6.5.2.12, 1523.6.5.2.13.1, 1523.6.5.2.14,

1523.6.5.2.15, 1523.6.5.2.16, 1523.6.5.2.17

TAS 110A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.13

TAS 111A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.14

TAS 111B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.14

TAS 111C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.14

TAS 112 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2

TAS 113 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.8.1.1

TAS 114. . . . . . . . . . . . . . . . . . . . . . . . 1513.1, 1515.1.1, 1515.2.4, 1517.5.1, 1519.5.1, 1520.4, 1523.6.2, 1523.6.2.1, 1523.6.3

1523.6.5.2.9, 1523.6.5.2.10, 1523.6.5.2.11

TAS 115 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.6.3

TAS 116 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1513.1, 1523.6.5.2.2.1, 1523.6.5.2.3.1, 1523.6.5.2.6.1

TAS 121 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.12

TAS 123 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.8.1.1, 1523.6.5.2.15, 1523.6.5.2.17

TAS 123A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.16

TAS 124 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1521.10, 1523.6.4

TAS 125 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1518.9.1, 1523.6.5.2.4.1

TAS 126 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1521.12

TAS 135 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1523.6.5.2.6



FLORIDA CODES - continuedTAS 201 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202, 1609.1.4

TAS 202 . . . . . . . . . . . . . . . . . . . . . . . . . . R613.3.1, R613.4.2, 1609.1.4, 1008.1.6, 1714.5.2.1, 1714.5.2.1.1, 1714.5.3, 1714.6

TAS 203 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .202, 1609.1.4

TAS 301 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1515.1.3

Factory Mutual Global Research

Standards Laboratories Department

1151 Boston Providence Turnpike

Norwood, MA 02062FMStandard Referenced

reference in code


4450—(1989) Approval Standard for Class 1 Insulated Steel Deck Roofs—with Supplements

through July 1992 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R906.1, R4412.1.3.2.5.2

4470—(1992) Approval Standard for Class 1 Roof Covers. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4402.2.1, R4402.4.1.1, R4402.4.2.4

4880—(2001) American National Standard for Evaluating Insulated Wall or Wall and Roof/Ceiling Assemblies, Plastic Interior Finish

Materials, Plastic Exterior Building Panels, Wall/Ceiling Coating Systems, Interior or

Exterior Finish Systems. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R314.4, R314.6, R4412.1.3.1.4

Florida Roofing, Sheet Metal and Air-Conditioning Contractors Association, Inc.

411 Metric Avenue

Winter Park, Florida 32793FRSAStandard Referenced

reference in code


FRSA/TRI 07320/8-05 Concrete and Clay Roof Tile Installation Manual, Fourth Edition. . . . . . . . . . . . . . . . . . . . . . . . . R905.3, R905.3.3, R905.3.7.1

Federal Specification

941 Jefferson Davis Highway, Suite 104

Arlington, VA 22202FSStandard Referenced

reference in code


TT P 1536A (1975) Federal Specification for Plumbing Fixture Setting Compound. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P3003.4.5

TTC 555B Test Specification for Wind Driven Rain Infiltration Resistance. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4402.12.6.3.1

Florida Solar Energy Center

1679 Clearlake Road

Cocoa, FL 32922-5703FSECStandard Referenced

reference in code


FSEC-RR-54-00 “The HERS Rating Method and the Derivation of the Normalized Modified Loads Method”,

October 11, 2000, Fairey, P., J. Tait, D. Goldstein, D. Tracey, M. Holtz, and R. Judkoff.

Available online at: http://www2.fsec.ucf.edu/en/publications/html/FSEC-RR-54-00/index.htm . . . . . . . . . . . . N1113.A.2.1

2007 Energy Gauge USA Fla/Res computer program . . . . . . . . . . . . . . . . N1100.2.2, N1100.3, N1100.3.2, N1100.A.1, N1100.A.2,

N1101.A, N1101.A.3, N1102.A.1, N1104.A.1, N1104.A.3, N1104.A.4,

N1107.A.1, N1108.A.1, N1110.A.1, N1110.A.2, N1110.A.3, N1112.A.1, N1113.A.2.1

U.S. Federal Trade Commission

Sixth Street and Pennsylvania Avenue, N.W.

Washington, DC 20580FTCStandard Referenced

reference in code


FTC, 16 CFR, Part 460, FTC Labeling and Advertising of Home Insulation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.7, Appendix G B1.2

Amended Effective 4/29/96



Florida Wood Council

P.O. Drawer 1076

Mount Dora, Florida 32757-1076FWCStandard Referenced

reference in code


1997 Guide to Wood Construction in High Wind Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R301.2.1.1

Gypsum Association

810 First Street, Northeast, Suite 510

Washington, DC 20002-4268GAStandard Referenced

reference in code


GA-253—99 Recommended Standard Specification for the Application of Gypsum Sheathing . . . . . . . . . . . . . . . . . . . . . . . Table R602.2(1)

Gas Appliance Manufacturers Association

P.O. Box 9245

Arlington, VA 22209GAMAStandard Referenced

reference in code


GAMA Consumer’s Directory of Certified Efficiency Ratings for

Water Heating Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table N1112.ABC.3.5, Appendix G C4.3.1.3

Hydronics Institute

P.O. Box 218

Berkeley Heights, NH 07922HIStandard Referenced

reference in code


H.I., HBS 86-1989 Testing and Rating Standard for Heating Boilers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Tables N1108.ABC.3.2F

Hardwood Plywood & Veneer Association

1825 Michael Faraday Drive

Reston, Virginia 20190-5350HPVAStandard Referenced

reference in code


HP-1—2000 The American National Standard for Hardwood and Decorative Plywood . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R702.5

U.S. Dept. Housing and Urban Development

451 7th Street S.W.

Washington, DC 20410HUDStandard Referenced

reference in code


HUD, 24 CFR 3282-3283 Manufactured Home Procedural and Enforcement Regulations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.7

HUD, 42 CFR 70, s. 5401 Manufactured Home Construction and Safety Standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.7

(24 CFR 3280)

HUD, 42 USC 77, s. 6295 Energy Conservation Standards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.7



International Code Council

500 New Jersey Ave,, NW, 6th Floor

Washington, D.C. 20001ICCStandard Referenced

reference in code


IBHS-2005 Guideline for Hurricane Resistant Residential Construction 2005 with errata for the first printing . . . . . . . . . . . . . . R301.2.1.1

SSTD 12–99 Standard for Determining the Wind Resistance from Wind-Bourne Debris. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R301.2.1.2

International Standards Organization

1, rue de Varembé, Case postale 56

CH-1211 Geneva 20, SwitzerlandISOStandard Referenced

reference in code


15874—2002 Polypropylene Plastic Piping Systems for Hot and Cold Water Installations . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table M2101.1

ISO 9806 (1994, 1995) Test Methods for Solar Collectors

Part 1: Thermal Performance of glazed liquid heating collectors including pressure drop

December 1, 1994

Part 2: Qualification test procedures, August 15, 1995.

Part 3: Thermal performance of unglazed liquid heating collectors (sensible heat transfer only)

including pressure drop, December 15, 1995. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1112.ABC.3.4

ISO 13256-1 (1998) Water-Source Heat Pumps–Testing and Rating for Performance–

Part 1 Water-to-Air and Brine-to-Air Heat Pumps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Table N1107.ABC.3.2B

Manufacturers Standardization Society of the Valve and Fittings Industry

127 Park Street, Northeast

Vienna, VA 22180MSSStandard Referenced

reference in code


SP-58—93 Pipe Hangers and Supports—Materials, Design and Manufacture . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2418.2

National Association of Architectural Metal Manufacturers

8 South Michigan Avenue

Chicago, IL 60603NAAMMStandard Referenced

reference in code


ANSI/NAAMM MBG 5XX Metal Grating Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

North American Insulation Manufacturers Association

44 Canal Center Plaza, Suite 310

Alexandria, VA 22314NAIMAStandard Referenced

reference in code


AH 116 06—02 Fibrous Glass Duct Construction Standards, Fifth Edition . . . . . . . . . . . . . . . . . . . . . . . . . . M1601.1.1, M1601.6, M1601.6.2.3

NAIMA 2002 Fibrous Glass Duct Construction Standards, Fifth Edition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.3.2

NAIMA 2002 Fibrous Glass Duct Liner Standard, Third edition. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.2.4, N1110.ABC.3

National Concrete Masonry Association

2302 Horse Pen Road

Herndon, VA 20171-3499NCMAStandard Referenced

reference in code


TR 68-A—75 Design and Construction of Plain and Reinforced Concrete Masonry and Basement and Foundation Walls . . . . . . . . . . R404.1

TR 68B(2001) Basement Manual Design and Construction Using Concrete Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R404.1



National Fire Protection Association

Batterymarch Park

Quincy, MA 02269NFPAStandard Referenced

reference in code


13—02 Installation of Sprinkler Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R317.1

31—01 Installation of Oil-burning Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1801.3.1, M1805.3

58—04 Liquefied Petroleum Gas Code. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2412.2, G2414.6.2

70—05 National Electrical Code . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E3301.1, E3301.2, E4201.1, Table E4203.2, E4204.3, E4204.4

70A—05 National Electric Code (NEC) for One and Two Family Dwellings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . E3301.1, G2402.3

72-02 National Fire Alarm Code . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R313.1

85—04 Boiler and Construction Systems Hazards Code . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2452.1

101—06 Life Safety Code . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R324.1

211—03 Chimneys, Fireplaces, Vents and Solid Fuel Burning Appliances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R1002.5

259—04 Test Method for Potential Heat of Building Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R314.5.7, R4412.1.3.2.4.4

286—06 Standard Methods of Fire Tests for Evaluating Contribution of Wall and Ceiling

Interior Finish to Room Fire Growth . . . . . . . . . . . . . . . . . . . . . . . . R314.3, R315.4, R314.4, R314.6, R315.4, R4412.1.3.1.4

501—03 Standard on Manufactured Housing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R202

853—03 Standard for the Installation of Stationary Fuel Cell Power Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1903.1

National Fenestration Rating Council, Inc.

8484 Georgia Avenue, Suite 320

Silver Spring, MD 20910NFRCStandard Referenced

reference in code


100—2004 Procedure for Determining Fenestration Product U-factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N1100.6.5, Appendix G B2.1.1

200—2004 Procedure for Determining Fenestration Product Solar Heat Gain Coefficients and

Visible Transmittance at Normal Incidence. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1100.6.5, Appendix G B2.1.1, C2.1.4

National Roofing Contractors Association

10255 W. Higgins Road, Suite 600

Rosemont, IL 60018NRCAStandard Referenced

reference in code


P 0405 Roofing and Waterproofing Manual, 5th Edition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4402.2.1

NSF International

3475 Plymouth Road

Ann Arbor, MI 48105NSFStandard Referenced

reference in code


14—2003 Plastic Piping System Components and Related Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2608.3, P2907.3

42—2002e Drinking Water Treatment Units—Anesthetic Effects. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2907.1, P2907.3

44—2004 Residential Cation Exchange Water Softeners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2907.1, P2907.3

53—2002e Drinking Water Treatment Units—Health Effects . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2907.1, P2907.3

58—2004 Reverse Osmosis Drinking Water Treatment Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2907.2, P2907.3

61—2003e Drinking Water System Components—Health Effects . . . P2608.5, P2722.1, P2903.9.4, P2904.4, P2904.5, P2904.6, P2907.3

National Spa and Pool Institute

2111 Eisenhower Avenue

Alexandria, VA 22314NSPIStandard Referenced

reference in code


3—99 American National Standard for Permanently Installed Residential Spas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4101.6.1

4—99 American National Standard for Aboveground/On ground Residential Swimming Pools . . . . . . . . . . . . . . . . . . . . . . R4101.6.1



NSPI - continued5—03 American National Standard for Residential In ground Swimming Pools. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4101.6.1

6—99 American National Standard for Residential Portable Spas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4101.6.1

Rack Manufacturer’s Institute/Storage Equipment Manufacturer’s Association

(A member of the Material Handling Industry of America)

8720 Red Oak Blvd., Suite 201

Charlotte, NC 28217

RMI/SMAStandard Referenced

reference in code


RP1—90 Minimum Requirements for Non Reinforced Black EPDM Rubber Sheets . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R905.12.2

RP2—90 Minimum Requirements for Fabric Reinforced Black EPDM Rubber Sheets. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R905.12.2

RP3—85 Minimum Requirements for Fabric Reinforced Black Polychloroprene Rubber Sheets . . . . . . . . . . . . . . . . . . . . . . . . R905.12.2

Research Council on Structural Connections

c/o Stanley D. Lindsey & Associates Ltd.

224 Metro Center Blvd., Suite 208

Nashville, TN 37228-1320RCSCStandard Referenced

reference in code


RCSC Load and Resistance Factor Design Specification for Structural Joints Using A325 and A490 Bolts, 1988 . . . . . . . . R4408.1.3

Society of Automotive Engineers

400 Commonwealth Drive

Warrendale, PA 15096SAEStandard Referenced

reference in code


J 78—(1998) Steel Self-drilling Tapping Screws . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R505.2.4, R603.2.4, R804.2.4

Steel Deck Institute

P.O. Box 25

Fox River Grove, IL 60021SDIStandard Referenced

reference in code


MOC1 SDI Manual of Construction with Steel Deck . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

DDP Deck Damage and Penetrations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

DDM02 Diaphragm Design Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3, R4408.9.4

SDI, LRFD Design Manual for Composite Beams and Girders with Steel Deck . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

SPD2 Standard Practice Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

NO. 30 Steel Deck Institute Design Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

Steel Door Institute

c/o Wherry Associates

30200 Detroit Road

Cleveland, Ohio 44145 1967SDIStandard Referenced

reference in code


ANSI A250.13—03 Testing and Rating of Severe Windstorm Resistant Components for Swinging Door Assemblies . . . . . . . . . . . . . . . R613.4.4.1



Steel Joist Institute

3127 10th Avenue,

North Myrtle Beach, SC 29577-6760SJIStandard Referenced

reference in code


SJI Standard Specifications, Load Tables and Weight Tables for Steel Joists and Joist Girders . . . . . . . . . . . . . . . . . . . . R4408.1.3

SJI Structural Design of Steel Joist Roofs to Resist Ponding Loads, Technical Digest No. 3 . . . . . . . . . . . . . . . . . . . . . . R4408.1.3

SJI Structural Design of Steel Joist Roofs to Resist Uplift Loads, Technical Digest No. 9 . . . . . . . . . . . . . . . . . . . . . . . . R4408.1.3

SJI Vibration of Steel Joist Concrete Slab Floors, Technical Digest No. 5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

SJI Welding of Open Web Steel, Technical Digest No. 8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

SJI 60 Year Steel Joist Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

Sheet Metal & Air Conditioning Contractors' National Association, Inc.

4201 Lafayette Center Drive

Chantilly, VA 20151-1209SMACNAStandard Referenced

reference in code


SMACNA—85 HVAC Air Duct Leakage Test Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.3.1.3

SMACNA—95 HVAC Duct Construction Standards–Metal and Flexible . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1601.5

SMACNA—03 Fibrous Glass Duct Construction Standards (2003) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1601.1.1

Society for Protective Coatings

40 24th Street, 6th Floor

Pittsburgh, PA 15222-4656SSPCStandard Referenced

reference in code


SSPC Paint 15 Steel Joist Shop Paint. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

SSPC/AISC Guide to the Shop Painting of Structural Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3

Single-Ply Roofing Institute

77 Rumford Avenue, Suite 3-B

Waltham, MA 02453SPRIStandard Referenced

reference in code


ES 1—98 Wind Design Standard for Edge Systems Used with Low Slope Roofing Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R903.3

Solar Rating and Certification Corporation

c/o Florida Solar Energy Center

1679 Clearlake Road

Cocoa, FL 32922-5703SRCCStandard Referenced

reference in code


FSEC Directory of Certified Solar Systems. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1112.ABC.3.4

SRCC TM-1 Solar Domestic Hot Water System and Component Test Protocol, December 6, 2002 . . . . . . . . . . . . . . . . . . . . N1112.ABC.3.4

Steel Tube Institute of North America (Welded Steel Tube Institute, Inc.)

2000 Ponce de Leon, Suite 600

Coral Gables, Florida 33134STIStandard Referenced

reference in code


WSTI/STI Manual of Cold Formed Structural Steel Tube. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3



Timber Company Inc.

2402 Daniels Street

Madison, WI 53704TECOStandard Referenced

reference in code


PRP 133 Performance Standards and Policies for Structural Use Panels. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . R4409.1.4.8, R4409.2.1.2

The Masonry Society

3970 Broadway, Suite 201-D

Boulder, CO 80304TMSStandard Referenced

reference in code


402—05 Building Code Requirements for Masonry Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R404.1, R606.1, R606.1.1,

R606.12.1, R606.12.2.2.1, R606.11.2.2.2, R606.12.3.1

602—05 Specification for Masonry Structures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R404.1, R606.1, R606.1.1,

R606.12.1, R606.12.2.2.1, R606.12.2.2.2, R606.12.3.1

Truss Plate Institute

216 N. Lee Street, Suite 312

Alexandria, VA 22314TPIStandard Referenced

reference in code


BCSI—06 Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate . . . . . . . . . . . . R502.1.3.2, R802.1.6.3,

WTCA Connected Wood Trusses. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4409.1.4.9, R4409.6.17.2.4.1, R4409.6.17.2.4.3

TPI 1—02 National Design Standard for Metal plate connected Wood Truss Construction . . . . . . . . . . . . . . . . . . R502.1.3.1, R502.1.3.2,

R802.1.6.2, R802.2.9.1, R4409.1.4.9, R4409.6.17.2.1.1, R4409.6.17.2.2.8

Underwriters Laboratories, Inc.

333 Pfingsten Road

Northbrook, IL 60062ULStandard Referenced

reference in code


9—00 Standard for Fire Tests of Window Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4407.4.2.12.8

17—94 Vent or Chimney Connector Dampers for Oil-fired Appliances—with Revisions through September 1999 . . . . . . . M1802.2.2

58—96 Steel Underground Tanks for Flammable and Combustible Liquids—with Revisions through July 1998 . . . . . . . . . . M2201.1

80—96 Steel Tanks for Oil-burner Fuel—with Revisions Through June 2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M2201.1

103—2001 Factory-built Chimneys for Residential Type and Building Heating Appliances

—with Revisions through December 2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R202, R1005.3, G2430.1

127—99 Factory-built Fireplaces—with Revisions through November 1999 . . . . . . . . . R1001.11, R1004.1, R1004.4, R1005.4, G2445.7

174—04 Household Electric Storage Tank Water Heaters—with Revisions through October 1999. . . . . . . . . . . . . . . . . . . . . . . M2005.1

181—05 Standard for Factory-made Air Ducts and Air Connectors . . . . . . . . . . . . . . . . . . . . . . . . N1110.ABC.3.0.7, N1110.ABC.3.7.1

181A—05 Closure Systems for Use with Rigid Air Ducts and Air Connectors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1110.ABC.3.0.7

181B—05 Closure Systems for Use with Flexible Air Ducts and Air Connectors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N1110.ABC.3.0.7

217—1997 Single and Multiple Station Smoke Alarms—with Revisions Through January 2004 . . . . . . . . . . . . . . . . . . . . . . . . . . . . R313.1

325—02 Standard for Door, Drapery, Gate, Louver and Window Operations and Systems

—with Revisions through March 2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R309.6

343—97 Pumps for Oil-Burning Appliances—with Revisions through May 2002 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M2204.1

441—96 Gas Vents—with Revisions through December 1999 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2426.1

508—99 Industrial Control Equipment. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1411.3.1

536—97 Flexible Metallic Hose—with Revisions through June 2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M2202.3

580—94 Test for Uplift Resistance of Roof Assemblies. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4408.1.3, R4408.9.4.6

641—95 Type L, Low-temperature Venting Systems—with Revisions through April 1999 . . . R202, R1001.11.5, M1804.2.4, G2426.1

651—05 Schedule 40 and Schedule 80 Rigid PVC Conduit and Fittings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2414.6.3

723—03 Standard for Test for Surface Burning Characteristics of Building Materials. . . . . . . . . . . . . . . . . . . . . . . . . . N1110.ABC.3.0.7

726—98 Oil-fired Boiler Assemblies—with Revisions through January 2001 . . . . . . . . . . . . . . . . . . . . . M2001.1.1, M2006.1, G2425.1

727—06 Standard for Oil-Fired Central Furnaces, with Revisions through January 1999 . . . . . . . . . . . . . . . . . . Table N1108.ABC.3.2E



UL - continued

729—03 Oil-fired Floor Furnaces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1408.1

730—03 Oil-fired Wall Furnaces. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1409.1

731–95 Standard for Oil-Fired Unit Heaters, with revisions through January 1999 . . . . . . . . . . . . . . . . . . . . . . Table N1108.ABC.3.2E

732—95 Oil-fired Storage Tank Water Heaters—with Revisions through January 1999 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . M2005.1

737—96 Fireplaces Stoves—with Revisions through January 2000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1414.1

790—04 Standard Test Methods for Fire Tests of Roof Coverings . . . . . . . R902.1, R4402.2.1, R4402.5.1, R4409.1.4.10, R4402.12.1.2

795—01 Commercial-Industrial Gas Heating Equipment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .G2442.1, G2452.1

834—04 Heating, Water Supply, and Power Boilers-Electric . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M2001.1.1,

896—93 Oil-burning Stoves—with Revisions through May 2004 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1410.1

923—02 Microwave Cooking Appliances—with Revisions through January 2003 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1504.1

959—01 Medium Heat Appliance Factory-built Chimneys . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R1005.6

1040—96 Fire Test of Insulated Wall Construction—with Revisions through June 2001. . . . . . . . . . . . . . R314.4, R314.6, R4412.1.3.1.4

1256—02 Fire Test of Roof Deck Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R906.1

1261—01 Electric Water Heaters for Pools and Tubs—with Revisions through June 2004 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . M2006.1

1453—04 Electronic Booster and Commercial Storage Tank Water Heaters. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M2005.1

1479—03 Fire Tests of Through-Penetration Firestops . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R317.3.1.2

1482—98 Solid-fuel Type Room Heaters—with Revisions through January 2000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1410.1

1715—97 Fire Test of Interior Finish Material—with Revisions through March 2004 . . . . . . . . . . . . . . . . R314.4, R314.6, R4412.1.3.1.4

1738—93 Venting Systems for Gas-burning Appliances, Categories II, III and IV—with Revisions through December 2000 . . . G2426.1

1777—04 Standard for Chimney Liners . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R1001.1.8, M1801.3.4, G2425.12, G2425.15.4

1995—98 Heating and Cooling Equipment—with Revisions through August 1999 . . . . . . . . . . . . . . . . . . . M1402.1, M1403.1, M1407.1

2017—00 Standard for the General Purpose Signaling Devices and Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R4101.17.1.9

2158A—96 Outline of Investigation for Clothes Dryer Transition Duct . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1502.4

2158—97 Standard for Electric Clothes Dryer with Revisions through February 1999. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M1501.1

Underwriters’ Laboratories of Canada

7 Crouse Road

Scarborough, Ontario, Canada M1R 3A9ULCStandard Referenced

reference in code


S 102—1988 Standard Methods for Test for Surface Burning Characteristics

of Building Materials and Assemblies—with 2000 Revisions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R316.2

Window & Door Manufacturers Association

1400 East Touhy Avenue, Suite 470

Des Plaines, IL 60018WDMAStandard Referenced

reference in code


101/I.S. 2—97 Voluntary Specifications for Aluminum, Vinyl (PVC) and Wood Windows and Glass Doors . . . . . . . . . . . . . . . . . . . . . R613.3

101/I.S.2/NAFS—02 Specifications for Windows, Doors and Unit Skylights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .N1106.ABC.1.1

101/IS2/A440—05 Specifications for Windows, Doors and Unit Skylights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R308.6.9, R613.4

Wood Products Promotional Council

c/o Florida Wood Council

1300 Limit Avenue

Mount Dora, FL 32758WPPCStandard Referenced

reference in code


1997 Guide to Wood Construction in High Wind Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .R301.2.1.1



Water Quality Association

4151 Naperville Road

Lisle, IL 60532WQAStandard Referenced

reference in code


S-200—00 Household and Commercial Water Filters (In-line). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2907.1

S-300—00 Point-of-Use Reverse Osmosis Drinking Water Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P2907.2



CHAPTER 44

HIGH-VELOCITY HURRICANE ZONES

SECTION R4401HIGH-VELOCITY HURRICANE ZONES — EXTERIOR

WALL COVERINGR4401.1 Wood.

R4401.1.1 Wood and wood products used for wall clad-

dings shall comply with Section R4409.

R4401.1.2 Wood and wood-products used for wall cladding

as non-structural exterior trim, fascia and soffits on build-

ings of Type I and Type IV construction may be applied to

the outside of exterior walls, cornices, architectural append-

ages, eaves overhangs and similar projections. Where an ex-

terior wall is required to be fire resistive, such material shall

be separated from the interior of the building by the vertical

extension of the exterior wall.

R4401.2 Asphalt shingles. Asphalt shingles shall be applied

only to solid wood sheathing and shall be in tin-capped and

spot-stuck, as set forth in Section R4402.

R4401.3 Roll slate or felt. Roll slate or felt shall be applied

only to solid wood sheathing and shall be secured by nailing, as

set forth in Section R4402.

R4401.4 Metal shingles. Metal shingles shall be applied only

to solid wood sheathing and shall be secured as set forth in Sec-

tion Section R4402.

R4401.5 Steel shingles. Steel siding shall be designed and ap-

plied as set forth in Section R4408.

R4401.6 Aluminum siding. Aluminum siding shall be de-

signed and applied as set forth in Section R4406.

R4401.7 Veneers. Masonry veneers shall be applied as set

forth in Section R4407.

R4401.8 Combustible materials. Combustible materials and

fire resistive characteristics of all materials shall comply with

the requirements for the group of occupancy or type of con-

struction, and the required interior finish rating.

R4401.9 Other materials. Any cladding materials or assem-

bly not addressed in this code shall be classified by the building

official as the one it most nearly resembles, and shall comply

with the requirements for loading and fire resistance herein re-

quired for such materials and assemblies.

SECTION R4402HIGH-VELOCITY HURRICANE ZONES — ROOFASSEMBLIES AND ROOFTOP STRUCTURES

R4402.1. General.

R4402.1.1 Scope. The provisions of this section shall set

forth minimum requirements for the installation of roofing

components, roofing systems, roofing assemblies and the

waterproofing thereof.

R4402.1.2 Application. These High-velocity Hurricane

Zone roofing requirements with associated roofing applica-

tion standards (RAS) and testing application standards

(TAS) are solely to be implemented in areas of high basic

wind speeds, and where the jurisdiction having authority

has adopted their use.

R4402.1.2.1 All roofing components, roofing systems

and roofing assemblies for construction regulated by this

code shall comply with this chapter. All roofing compo-

nents, roofing systems and roofing assemblies shall have

a valid and current, referred to as product approval here-

inafter. In the event that the manufacturers published lit-

erature or instructions are in conflict with those of the

product approval, the product approval shall prevail.

Where items specifically and expressly addressed in this

section are in conflict with the product approval, the pro-

visions of this section shall prevail.

R4402.1.2.2 Innovative products and/or systems outside

those currently recognized under this chapter may have a

product approval issued based on performance testing;

in such case(s) the conditions set in the product approval

shall prevail.

R4402.1.2.3 For roofing systems to be installed on a spe-

cific building or structure, where an existing product ap-

proval may not be applied, such roofing system may be

granted a one time approval by the authority having ju-

risdiction, provided the applicant demonstrates, by test-

ing and/or rational analysis that such roofing system

complies with the provision of this code.

R4402.1.2.4 Where a product approval does not address

a detail for a specific job condition, the permit applicant

may propose to the building official an alternate detail to

address the specific need of the job. The building official

may accept such proposal if it can be demonstrated that

the provisions of this code will be met.

R4402.1.2.5 Workmanship standards. All roofing

work shall be performed by a qualified contractor li-

censed to perform roofing, in compliance with the toler-

ances, quality and methods of construction established

herein or set forth in the standards adopted by these

high-velocity hurricane zone requirements. Roofing as-

semblies detailed in product approvals shall be installed

in strict compliance with the method of application set

forth in such product approval or, if not part of the prod-

uct approval, in compliance with manufacturer’s pub-

lished application instructions, or as approved by the

building official. (Aesthetic issues not affecting the per-

formance of the roof are not part of this section.)

R4402.1.2.5.1 Appearance. If the architectural ap-

pearance is to be preserved from below, an alternate

method of attachment complying with the wind load

requirements of Section R4403 may be proposed un-

less otherwise addressed in Section R4402. The alter-

native attachment shall be prepared, signed and


sealed by a Florida-registered architect or a

Florida-registered engineer, which architect or engi-

neer shall be proficient in structural design.

R4402.1.3 Permits outside these High-Velocity Hurricane

Zone requirements shall comply with Section 105 of the

Florida Building Code, Building. Permits within high wind

areas shall be required for all work in connection with the

application, repair or maintenance of any roofing compo-

nent or any roofing assembly and/or any of its components

except as otherwise permitted in Section 105 of the Florida

Building Code, Building.

R4402.1.3.1 All new roofing construction, including re-

covering and reroofing, repair and maintenance shall

have a uniform roofing permit application, as established

by the authority having jurisdiction, completed and exe-

cuted by a licensed contractor.

R4402.1.3.2 The uniform roofing permit shall include

calculations per Section R4403 of this code, unless the

roofing assembly is less than the height/pressure thresh-

old allowed in the applicable protocols herein.

4402.1.3.3 Reserved.

R4402.1.3.4 Attachments to the uniform roofing permit

application shall include two copies of each of the fol-

lowing documents: properly executed OWNERS NOTI-

FICATION FOR ROOFING CONSIDERATIONS

herein; the fire directory listing pages product approval

cover sheet, product approval specific system descrip-

tion, product approval specific system limitation, prod-

uct approval general limitations, and applicable detail

drawings; the municipal permit application; other com-

ponents approvals; and any other additional data reason-

ably required by the authority having jurisdiction needed

to determine the integrity of the roofing system.

R4402.1.3.5 In new construction, a licensed roofing

contractor may dry-in the wood deck (no mopping) on a

specific structure, prior to the roofing permit being is-

sued provided:

R4402.1.3.5.1 The master building permit for that

specific structure has been obtained;

R4402.1.3.5.2 The sheathing inspection has been

made and approved by the building official; and

R4402.1.3.5.3 The required roofing permit applica-

tion is submitted to the building official within 10

days after dry-in work is started and the slope of the

roof deck is 2:12 or greater.

R4402.1.4 Inspections performed outside these High-Ve-

locity Hurricane Zone requirements shall comply with Sec-

tion R109 .

R4402.1.4.1 All roofing work for which a permit is re-

quired shall be inspected by the building official. One or

more inspections may be performed at the same time at

the request of the roofing contractor or when feasible.

Lack of roofing contractor’s personnel at the job site, in

and of itself, shall not be cause to fail the inspection. Cer-

tain roofing inspections shall be performed during spe-

cific phases of the applications as noted below:

R4402.1.4.2 For discontinuous roofing systems (as de-

fined herein or Chapter 2):

R4402.1.4.2.1 During or after application of the base

sheet, anchor sheet or underlayment of any roofing

system.

R4402.1.4.2.2 During the installation of the cap

sheet.

R4402.1.4.2.3 During the installation of any pre-

pared roof covering, such as shingles, tiles, slates,

shakes, and similar.

R4402.1.4.2.4 Upon completion of all adhesive-set

and mortar-set tile systems, and prior to the final in-

spection, a field verification and static uplift test, in

compliance with TAS 106 shall be required to con-

firm tile adhesion. This test may be required by the

building official for mechanically attached tile sys-

tems. All results of this test shall be submitted to the

building official.

R4402.1.4.3 For continuous roofing systems (as defined

in herein or Chapter 2):

R4402.1.4.3.1 During application of any roofing sys-

tem prior to the full concealment of the adhesion/at-

tachment process to the roof deck or to the existing

roofing assembly.

R4402.1.4.3.2 In cases where a roof area is less than

1,500 square feet (139 m2), and when the building of-

ficial is not able to perform any of the above re-

quested inspection in a timely manner, the building

official may authorize to continue with the work and

may require that satisfactory evidence be provided to

show that the covered work was performed in com-

pliance with this code.

R4402.1.4.3.3 After all roofing work has been com-

pleted; a final inspection shall be performed by the

building official.

SECTION R4402.2HIGH-VELOCITY HURRICANE ZONES —

DEFINITIONSR4402.2.1 Definitions. For definitions outside Section

R4402 and accompanied RAS and TAS, see Chapter 2. For

the purposes of Section R4402, accompanying RAS, TAS

and roofing products product approval, roofing terms shall

be defined in compliance with ASTM D 1079, unless other-

wise defined below. The definitions listed below shall take

preference. Other terms used herein shall be defined as set

forth in Chapter 2 of this code.

AIR PERMEABLE ROOFING SYSTEM. A roofing

system consisting of a prepared roof covering over an

approved underlayment on a sloped roof. The compo-

nents within the prepared roof covering are discontinu-

ously laid and small, with unsealed side and head laps.

Air permeable roofing systems shall be applied over

sheathed decks with either mechanical attachment or a

mortar/adhesive bond. Any roofing system with sealed

side or head laps shall not be defined as an air permeable



roofing system. The authority having jurisdiction may

require testing in compliance with TAS 116, to deter-

mine whether a roofing system is air permeable.

ANCHOR SHEET. A roofing felt mechanically at-

tached to a nailable deck with approved fasteners to

which insulation is then installed in a solid mopping of

asphalt. The roofing membrane is then installed to the in-

sulation in the usual manner.

ARCHITECTURAL METAL PANEL. Water shed-

ding (hydrokinetic) roof panel fastened to a roof deck.

ASTM (ASTM International). A scientific and techni-

cal organization that is responsible for the development

of standards on characteristics and performance of mate-

rials, products, systems, as adopted for the high-velocity

hurricane zone.

NET FREE VENTILATING AREA (NFVA). The

gross area of the smallest plane area of the ventilating de-

vice reduced by the percentage of physical obstruction to

the plane area.

BASE SHEET. The bottom or first ply of a roofing as-

sembly over which subsequent roofing plies are applied.

A base sheet may be designed for mechanical attach-

ment, full or partial adhesion to the substrate.

CLASS A ROOFING ASSEMBLY. A roofing assem-

bly that, in combination with the roof slope, has been

classified by an approved testing agency, with a listing

and follow-up service, as “Class A” in compliance with

ASTM E 108 or UL 790.

CLASS B ROOFING ASSEMBLY. A roofing assem-



and follow-up service, as “Class B” in compliance with


CLASS C ROOFING ASSEMBLY. A roofing assem-



and follow-up service, as “Class C” in compliance with


CONTINUOUS ROOFING SYSTEM. An impervi-

ous roof covering, composed from a single or multiple

layers, forming a homogenous membrane over the entire

roof surface, applied to either a flat or pitched roof sur-

faces.

CORROSION RESISTANT. Any component that

passes appendix of FMRC’s Test Standard 4470, as

modified, and set forth in TAS 114.

COUNTER BATTENS. Vertical wood strips installed

on sloped roofs over which horizontal battens are se-

cured. The primary roof covering is attached or secured

to these horizontal battens.

COUNTERFLASHING. Formed metal or elastomeric

sheeting secured on or into a wall, curb, pipe, roof-top

unit or other surface to cover and protect the upper edge

of a base flashing and its associated fasteners.

DISCONTINUOUS ROOFING SYSTEM. A roofing

system with unsealed overlapping components, where

the combined roofing system has openings at the point of

overlap, applied to a sloped surface with a pitch of 2:12,

or greater. Discontinuous roofing systems include as-

phalt shingles; concrete, clay or metal tile; wood shin-

gles or shakes; and cement fiber roofing systems.

DRY-IN. The process of applying the first layer of felt in

a roofing system.

FM APPROVALS. A research and testing organization

that is responsible for examination and testing of con-

struction and other products.

FASTENER WITHDRAWAL RESISTANCETEST. A static pullout test of mechanical fasteners,

which are used to anchor any roofing component, to de-

termine the force required to withdraw a fastener from

the substrate. Testing shall be in compliance with the test

procedure detailed in TAS 105.

FIRE-RESISTANT ROOF COVERING. Any Class

A, Class B or Class C roofing system applied to the ap-

propriate deck type within the specified slope of the

listed classification.

FLASHING. The roofing component used to seal roof-

ing systems, where the system is interrupted or termi-

nated.

LAP. See NRCA Manual fourth edition.

METAL PROFILE. Including but not limited to eave

and gable drip, gravel stop, raised edge systems and fas-

cia systems. All composite and nonmetallic flashing ma-

terials shall have a Product Approval.

MINIMUM CHARACTERISTIC RESISTANCEFORCE. A force or pressure which is representative of

data from withdrawal resistance testing; static uplift test-

ing; and/or wind uplift testing after the data has been sta-

tistically analyzed to a 95 percent level of precision.

METAL ROOF PANEL. An interlocking metal sheet

having an installed weather exposure equal or greater

than three square feet per sheet.

METAL ROOF SHINGLE. An interlocking metal

sheet having an installed weather exposure less than

three square feet per sheet.

MOMENT. A quantity that represents the affect of a

force applied at a particular point in relation to a specific

point or axis.

NRCA. The NRCA Roofing and Waterproofing Manual,

fifth edition, as published by the National Roofing Con-

tractors Association.

PREPARED ROOF COVERING. Any manufactured

or processed roof covering designed for use as the top

layer of a discontinuous roofing system applied to a

sloped roof.

RAS. Roofing Application Standards.

RECOVERING. The process of covering an existing

roofing assembly with a new roofing system or a pre-

pared roofing system.



REPAIR. The work of corrective procedures by replac-

ing or altering an existing roofing component or system

to eliminate water intrusion

REROOFING. The process of recovering or replacing

an existing roofing system, either in its entirety or in ex-

isting sections.

RIDGE VENT. A ventilator located within 18 inches

(457 mm) of the ridge that allows the escape of warm

and/or moist air from the attic area or rafter cavity.

ROOFING ACCESSORY. A type of roofing product

as described in Section R4402.6.6 of this code.

ROOFING ASSEMBLY. An assembly of interacting

roofing components [includes the roof deck, vapor re-

tarder (if present), insulation, and roof covering].

ROOFING COATINGS, ADHESIVES ANDMASTICS. Any and all liquid materials applied to the

roofing membrane layer to enhance ultraviolet light re-

sistance; increase resistance to fire; increase reflectivity

of the roofing assembly; or, in some way, enhance the

performance of the roofing assembly. Roofing coatings,

adhesives or mastics shall not contain asbestos materials.

ROOF COVERING . An assembly of multiple

field-applied components or a single component de-

signed to weatherproof a building’s top surface. A roof

covering may be a roofing assembly or form a portion

thereof.

ROOFING COMPONENT. A roofing product that is

incorporated into various roofing assemblies.

ROOF DECK. Solid or spaced sheathing to which the

roofing or waterproofing system is applied.

ROOFING MAINTENANCE. Is the work of extend-

ing the longevity of a roofing system through preventa-

tive care, such as refilling pitch pans, applying coatings,

regraveling, resurfacing and recaulking.

ROOF SECTION. A separation or division of a roof

area by existing expansion joints, parapet walls, flashing

(excluding valleys), difference of elevation (excluding

hips and ridges), roof type or legal description; not in-

cluding the roof area required for a proper tie-off with an

existing system.

ROOFING SYSTEM. A system of interacting roofing

components, generally consisting of membrane or pri-

mary roof covering and insulation (not including the roof

deck) designed to weatherproof, and sometimes to im-

prove, the building’s thermal resistance.

HIGH ROOF TILE PROFILE. Those tiles having a

rise-to-width ratio greater than 0.20

LOW ROOF TILE PROFILE. Those tiles having a

rise-to-width ratio less or equal than 0.20; except those

tiles meeting the flat profile definition.

FLAT ROOF TILE PROFILE. Those tiles with less

than 1/2-inch (12.7 mm) rise.

STRUCTURAL METAL PANEL. Roof covering in-

tended to be self supporting between structural members

(see Sections R4406.1.8.2 and R4408.9.4).

TAS. Testing Application Standard.

UNDERLAYMENT. One or more water shedding lay-

ers applied to a sloped roof prior to the application of a

prepared roof covering. The primary purpose of an

underlayment is defined as a water shedding layer to

function in combination with a prepared roof covering.

WOOD SHAKES. Tapered or straight pieces of red ce-

dar, or other wood types, of widths ranging from 3 inches

to 14 inches (76 mm to 356 mm) ranging in lengths from

18 inches to 32 inches (437 mm to 819 mm) applied to a

sloped roof, in conjunction with an approved

underlayment, forming a discontinuous prepared roof

system.

WOOD SHINGLES. Tapered pieces of red cedar, or

other wood types, sawn on both faces, of widths ranging

from 3 inches to 14 inches (76 mm to 356 mm) and

lengths of 16 inches, 18 inches, and 24 inches (406 mm to

610 mm) applied to a sloped roof forming a discontinu-

ous prepared roof system.

SECTION R4402.3HIGH-VELOCITY HURRICANE ZONES — WEATHER

PROTECTIONR4402.3.1 General. Roof decks shall be covered with roof

coverings secured to the building or structure in accordance

with the provisions of this section. Roof coverings shall be

designed, installed and maintained in accordance with this

code and the manufacturer’s installation instructions such

that the roof covering shall serve to protect the building or

structure. All roof coverings, roof systems and roof assem-

blies shall be designed and installed to resist the wind load

requirements of Section R4403 of this code.

R4402.3.2 Flashings. Flashings shall be installed in such a

manner as to prevent moisture entering the wall through the

joints in the coping, through moisture permeable materials,

at intersections with the roof plane or at parapet wall pene-

trations. All roof flashing and terminations shall be de-

signed and installed to resist the wind load requirements of

Section R4403 of this code, and shall be in compliance with

the provisions set forth in RAS 111.

R4402.3.2.1 Locations. Flashings shall be installed at

(1) wall and roof intersections (2) at gutters, (3) wherever

there is a change in roof slope or direction this require-

ment does not apply to hip and ridge junctions, and (4)

around roof openings. Where flashing is of metal, the

metal shall conform to the provisions of RAS 111.

R4402.3.2.2 Membrane flashings. All membrane

flashing shall be installed according to the roof assembly

manufacturer’s published literature and in accordance

with the provisions set forth in RAS 111.

R4402.3.2.3 Metal flashings and terminations. Metal

flashing and terminations shall be of the material and

thickness described in Section R4402.6.6 and RAS 111

of this code, and shall be designed and installed in accor-

dance with RAS 111. Metal flashing shall be installed af-

ter the roofing felts have been laid and turned up the



vertical surfaces, in compliance with the roofing assem-

bly Product Approval.

R4402.3.2.3.1 Such felts shall be embedded in hot bi-

tumen or an approved adhesive.

R4402.3.2.3.2 Metal surfaces shall be primed with an

ASTM D 41 or ASTM D 43 primer, as appropriate

and allowed to dry prior to receiving hot bitumen or

cold adhesive.

R4402.3.2 .4 Metal counterf lashing. Metal

counterflashing shall be of the material and thickness de-

scribed in Sections R4402.6.6 and RAS 111 of this code,

and shall be installed in accordance with RAS 111.

R4402.3.2.4.1 Metal counterflashing shall be built

into walls, set in reglets or applied as stucco type and

shall be turned down over base flashing not less than 3

inches (76 mm).

R4402.3.2.4.2 Metal counterflashing shall be side

lapped a minimum of 4 inches (102 mm).

R4402.3.2.4.3 Metal counterflashing, where set in

reglets or surface-mounted, shall be waterproofed, in

accordance with applicable application standards.

R4402.3.2.4.4 Where metal counterflashing is used

as the means of sealing (such as a vented system) it

shall be set in an approved sealant, sealed with an ap-

proved adhesive on the top flange and all joints shall

be sealed with an approved sealant and lapped a mini-

mum of 4 inches (102 mm).

R4402.3.2.5 Roof penetration flashing.

R4402.3.2.5.1 All pipes shall be flashed with ap-

proved lead sleeve-type, pitch pans or other approved

methods detailed in the roofing system assembly

product approval. Lead flashing shall not be less than

2.5 pound per square foot (12.2 kg/m2). Flanges shall

be a minimum of 4 inches (102 mm).

R4402.3.2.5.2 Other roof penetrations shall be suit-

ably flashed with curbs, collars, pitch pans, in compli-

ance with RAS 111 or an approved method, in

compliance with the roofing system assembly Prod-

uct Approval.

R4402.3.2.5.3 No roof penetration shall be located in

roof valleys.

R4402.3.3 Coping. Where required, parapet walls shall be

properly coped with noncombustible, weatherproof materi-

als of a width no less than the thickness of the parapet wall.

Copings shall be designed and installed to resist the wind

load requirements of Section R4403 of this code, and shall

be in accordance with the provisions set forth in RAS 111.

R4402.3.4 Roof drainage. Unless roofs are sloped to drain

over roof edges, roof drains shall be installed at each low

point of the roof. Where required for roof drainage, scup-

pers shall be placed level with the roof surface in a wall or

parapet. The scupper shall be located as determined by the

roof slope and contributing roof area. Scuppers shall be

sized in accordance with the provisions contained in ASCE

7, Section 8 with commentary and shall comply with Sec-

tion R4403.6.

R4402.3.4.1 Gutters. Gutters and leaders placed on the

outside of buildings, other than one- or two-family

dwellings, private garages and buildings of Type V con-

struction, shall be of noncombustible material or a mini-

mum of Schedule 40 plastic pipe.

R4402.3.4.1.1 Gutters and leaders shall be con-

structed of metal or approved plastic for outdoor ex-

posure with lapped, soldered or caulked joints and

shall be securely fastened to the building with a corro-

sion resistant fastening device of similar or compati-

ble material to the gutters and downspouts. Gutters

shall be in compliance with RAS 111.

R4402.3.4.2 Overflow drains and scuppers. Where

roof drains are required, overflow drains or overflow

scuppers sized in accordance with Florida Building

Code, Plumbing shall be installed with the inlet flow line

located not less than 2 inches (51 mm) or more than 4

inches (102 mm) above the low point of the finished

roofing surface, excluding sumps. Overflow scuppers

shall be a minimum of 4 inches (102 mm) in any dimen-

sion and shall be placed in walls or parapets and shall be

located as close as practical to required vertical leaders,

conductors or downspouts. Overflow drains and scup-

pers shall also comply with the Florida Building Code,

Plumbing, and Section R4403.6 of this code.

R4402.3.4.2.1 When overflow scuppers and roof

drains are installed, they shall be lined with approved

metal or other approved materials set forth in the roof-

ing system assembly Product Approval.

R4402.3.4.2.2 When recovering, reroofing or repair-

ing an existing roof, the existing number of scuppers

and/or roof drains shall not be reduced, unless a new

drainage system is designed by an architect or engi-

neer, in compliance with the provisions of this code.

R4402.3.4.3 Sizing and discharge. Roof drains, gut-

ters, conductors and leaders shall be sized and dis-

charge in accordance with the Florida Building Code,

Plumbing.


PERFORMANCE REQUIREMENTS

R4402.4.1 General. All roof assemblies, roof coverings

and roof systems shall have Product Approval, and shall

meet the following minimum requirements.

R4402.4.1.1 All continuous roofing assemblies shall be

tested in compliance with FMRC Test Standards 4470

and/or 4471 (for metal roofing), as modified for the pur-

poses of this code and set forth in TAS 114. Only those

components listed within the roofing assembly Product

Approval shall be approved for use with the roof cover-

ing. Roofing assemblies shall be acceptable for use in

this code’s jurisdiction providing they are in compliance



with the fire classification required for the structure to

which the roofing assembly is to be installed.

R4402.4.1.2 All fastening devices and fastening assem-

blies used for insulation, anchor sheet or roof coverings

shall be tested in compliance with Section R4402.12 of

this code.

R4402.4.1.3 All roofing assemblies shall be tested by a

testing laboratory certified.

R4402.4.1.4 All roofing membranes and components

shall be tested in compliance with the physical property

test requirements detailed in TAS 110.

R4402.4.1.5 No loose laid ballasted or nonballasted sys-

tem shall be allowed.

R4402.4.2 Guidelines for roofing applications.

R4402.4.2.1 Decks. All roofing systems and prepared

roof coverings shall be installed over solid decks, unless

otherwise specifically allowed in other sections of this

code.

R4202.4.2.2 Minimum slope. All roofing assemblies

must be installed in compliance with the slope require-

ments specified in the product approval, in compliance

with Table R4402.4.2

TABLE R4402.4.2MINIMUM SLOPE

SYSTEM TYPE SLOPE

Fibrous Cement Shingles 4:12

Metal Panels

Architectural 2:12

Metal Shingles 4:12

Mortar or Adhesive Tile 2:12

Mechanically Fastened Tile

Ashphalt Shingles

4:12

Laminated 2:12

3-Tab 2:12

Quarry Slate 3-1/2:12

Wood 2:12

Shakes 4:12

Shingles 3-1/2:12

R4402.4.2.2.1 All roofing systems must be installed

to ensure positive drainage. In new construction the

minimum deck slope shall be not less than 1/4:12.

R4402.4.2.2.2 All roofing assemblies shall be in-

stalled at a slope no greater than the maximum al-

lowed for the required fire classification

R4402.4.2.3 Deck preparation. All roof decks, sub-

strates, existing roofing systems to which a new roofing

assembly is to be installed shall be broom cleaned, free

from dirt and silt and dry prior to commencement of the

roofing application.

R4402.4.2.3.1 Cant strips, if required, shall be ex-

tended not less than 3-inch (76 mm) up vertical flash-

ing surfaces, measured from the top of the new roof

covering.

R4402.4.2.3.2 All eaves shall provide a firm nailable

substrate for secure attachment of perimeter edge

metal in compliance with RAS 111.

R4402.4.2.3.3 Perimeter edge metal shall be fastened

with nails or fasteners fabricated from similar or com-

patible material. The nails or fasteners shall be as set

forth in the roofing assembly product approval.

R4402.4.2.3.4 All precast and prestressed concrete

deck components shall be leveled with leveling fill,

where such components’ edges are greater than 1/2

inch (12.7 mm) from being flush.

R4402.4.2.4 Impact resistance. Roof coverings in-

stalled on low slope roofs in accordance with R4402.8

shall resist impact damage based on the results of test

conducted in accordance with ASTM D 3746, ASTM D

4272, CGSB 37-52, FM 4470, or TAS 114.

R4402.4.2.5 Ridge vents. Ridge vents shall have prod-

uct approval, and shall be tested for wind driven rain in

accordance with TAS 110 and R4402.12.

SECTION R4402.5HIGH-VELOCITY HURRICANE ZONES — FIRE

CLASSIFICATIONR4402.5.1 General. Roof assemblies shall be divided into

the classes defined below. Class A, B and C roof assemblies

and roof coverings required to be listed by this section shall

be tested in accordance with ASTM E 108 or UL 790. In ad-

dition, fire retardant treated wood roof coverings shall be

tested in accordance with ASTM D 2898.

R4402.5.2 Fire-resistant roofing assemblies and coverings

shall be provided on all structures. Fire classification of

roofing assemblies and coverings shall be based on the ex-

posure hazard as follows:

R4402.5.2.1 Class A. Zero feet to 20 feet (0 to 6.1 m)

distance separation measured horizontally from the clos-

est point of any building edge to the nearest point to an

adjoining structure, and all buildings with occupation

greater than 300 persons.

Exception: Brick, masonry, slate, clay or concrete

roof tile and exposed concrete roof deck are consid-

ered to meet Class A roof covering provisions without

testing.

R4402.5.2.2 Class B. All other structures, except as

noted below

R4402.5.2.3 Class C. Structures not occupied by hu-

mans.


MATERIALSR4402.6.1 Scope. Every roofing component shall comply

with the applicable ASTM material standards adopted by



this code. All such products shall bear the testing logo im-

printed on the material and/or container or shall be marked

in a distinctive manner to define compliance with the stan-

dards and shall be subject to be evaluated for compliance.

R4402.6.2 Compatibility of materials. Roofs and roof

coverings shall be of materials that are compatible with each

other and with the building or structure to which the materi-

als are applied.

R4402.6.3 Material specification and physical characteris-

tics. No roofing component containing asbestos shall be

used in any roofing assembly.

R4402.6.4 Product identification. All roofing compo-

nents shall be labeled and/or identified as mandated by the

Product Approval.

R4402.6.4.1 ASTM standard roll goods shall be marked

with a yellow line to identify the ASTM standard, or such

other marking as may be deemed appropriate by the

Product Approval.

R4402.6.5 Fasteners.

R4402.6.5.1 Nails shall be minimum 12 gauge, annular

ring shank nails having not less than 20 rings per inch,

heads not less than 3/8-inch (9.5 mm) in diameter; and

lengths sufficient to penetrate through the thickness of

plywood panel or wood plank decking not less than 3/16

inch (4.8 mm), or to penetrate into a 1-inch (25 mm) or

greater thickness of lumber not less than 1 inch. Nails or

wood screws shall be hot dipped electro or mechanically

galvanized to a thickness sufficient to resist corrosion in

compliance with TAS 114 Appendix E, Section 2

(ASTM G 85). All nails shall be Product Approved. All

nail cartons or carton labels shall be labeled to note com-

pliance with the corrosion resistance requirements. No

roofing material shall be fully or partially adhered, un-

less otherwise noted in the roof assembly Product Ap-

proval directly to a nailable deck.

R4402.6.5.2 Tin caps shall be not less than 15/8-inches

(41 mm) and not more than 2-inches (51 mm) in diameter

and of not less than 32 gauge (0.010 inch) sheet metal.

Cap nails or prefabricated fasteners with integral heads

complying with this section shall be an acceptable substi-

tute. All tin caps, cap nails or prefabricated fasteners with

integral heads shall be tested for corrosion resistance in

compliance with TAS 114 Appendix E, Section 2

(ASTM G 85), and shall be Product Approved. All of

cartons or carton labels tin caps, cap nails or prefabri-

cated fasteners with integral heads shall be labeled to

note compliance with the corrosion resistance require-

ments.

R4402.6.6 Metal roofing accessories. All metal accesso-

ries for roofs shall be not less than 26 gauge G-90 galva-

nized or stainless steel, 16 ounce copper, 0.025-inch (0.6

mm) thick aluminum, lead sheet with a minimum 2.5 pound

per square foot (12.2 kg/m2) or equivalent noncorrosive

metal alloys or composite materials manufactured for use as

roof termination. All composite and nonmetallic flashing

materials shall have Product Approval.

R4402.6.6.1 Metal accessories may be of a manufac-

tured, shop fabricated or field fabricated type, providing

the materials and fasteners are in compliance with the

minimum requirements of this code and shall be sized,

designed and installed in compliance with methods set

forth in RAS 111.

R4402.6.6.2 Gravel stop or drip edge profiles shall be as

follows:

R4402.6.6.2.1 The vertical face shall be a minimum

of 1-1/2 inches (38 mm) and shall extend down not less

than 1/2 inch (12.7 mm) below the sheathing or other

member immediately contiguous thereto. In all cases,

the deck flange shall be not less than 2 inches (51 mm)

in width. Gravel stop or drip edge shall be sized, de-

signed and installed in compliance with RAS 111.

R4402.6.6.2.2 Gravel stop or drip edge shall be de-

signed so that the bottom (the kick of the metal) of the

drip edge shall have a minimum of 1/2-inch (12.7 mm)

clearance from the structure.

R4402.6.6.2.3 Gravel stop or eaves drip shall be in-

stalled in compliance RAS 111.

R4402.6.6.2.4 Gravel stops shall be installed after all

roofing felts have been applied, or in compliance with

the application method set forth in the roofing assem-

bly product approval. All asphalt or approved cold

adhesive bonding areas shall be coated with ASTM D

41 or ASTM D 43, as required, and allowed to dry

prior to application.

R4402.6.6.2.5 Gravel stop and drip edges shall be

joined by lapping a minimum of 4 inches (102 mm)

and the entire interior of the joints shall be coated with

approved flashing cement. Cover and splice plates

shall be of the same material as the gravel stop and

drip edge, and shall be sized, fabricated and installed

in compliance with RAS 111.

R4402.6.6.2.6 The deck flange shall be nailed with an

approved minimum 12 gauge annular ring shank nail

at 4 inches (102 mm) o.c. The nail shall be manufac-

tured from similar and/or compatible material to the

termination profile. All composite materials shall be

fastened with nonferrous nails.

R4402.6.6.3 Valley metal. Valley metal shall be of the

materials set forth in R4402.6.6.

SECTION R4402.7HIGH-VELOCITY HURRICANE ZONES — ROOFCOVERINGS WITH SLOPES 2:12 OR GREATERR4402.7.1 General. Prepared roof coverings shall be as de-

fined in Section R4402.2 and in general limited to applica-

tion over sloped roof decks capable of receiving mechanical

fasteners. Prepared roof coverings may be mechanically

fastened or, in specific limited cases noted in the Product

Approval, set in an adhesive bond.

R4402.7.2 Underlayments. Underlayment shall be as de-

fined in Section R4402.2. Underlayment shall be installed

in compliance with the roofing component Product Ap-



proval and shall be in compliance with the following mini-

mum requirements:

R4402.7.2.1 Underlayment shall be attached to a

nailable deck in a grid pattern of 12 inches (305 mm) be-

tween the sidelaps, with 6-inch (152 mm) spacing at the

sidelaps.

R4402.7.2.2 Where the architectural appearance of the

underside is to be preserved, the underlayment shall be

secured in accordance with Section R4402.8.5.2.

R4402.7.2.3 Tin caps and nails or cap nails shall be ap-

plied as defined in Section R4402.6.5.2.

R4402.7.2.4 Underlayment nails shall be as defined in

R4402.6.5.1.

R4402.7.3 If the underlayment is a self-adhering mem-

brane, the membrane shall be applied over a mechanically

attached anchor sheet, attached in compliance with

R4402.7.2.1.

R4402.7.4 All underlayment applications for prepared roof

coverings shall be applied in compliance with the manufac-

turer roofing assembly Product Approval, and shall be not

less than one of the following: (1) A double layer of an

ASTM D 226 Type I, with a 19 inch headlap; or (2) A single

layer of an ASTM D 226, Type II with a 4-inch (102 mm)

headlap; or (3) A single layer of an ASTM D 2626 coated

base sheet with a 4 inch (102 mm) headlap, and (4) All

endlaps shall be a minimum of 6 inches (152 mm).

R4402.7.5 Fiber cement shingles. Fiber-cement shingles

shall be applied in compliance with the shingle manufac-

turer’s roofing assembly Product Approval. The roofing

system assembly product approval shall meet the following

minimum requirements:

R4402.7.5.1 All nonasbestos fiber-cement shingles shall

conform to ASTM C 1225.

R4402.7.5.2 Fiber-cement shingles shall be installed in

compliance with the nailing requirements set forth in the

product approval; however, attachment of each compo-

nent shall be with not less than two corrosion resistant

fasteners. If adhesive is used at the head or side laps, the

system shall be defined as a “sealed system” with load

calculations in compliance with Section R4403.

R4402.7.5.3 All intersections shall be flashed in metal as

provided in Section R4402.6.6 and RAS 111.

R4402.7.5.4 Fiber-cement shingles shall be tested as set

forth in Section R4402.12.

R4402.7.6 Quarry slate. Quarry slates shall be applied in

compliance with the slate manufacturer’s Product Ap-

proval. The roofing assembly Product Approval shall meet

the following minimum requirements:

R4402.7.6.1 Quarry slates shall be installed with not less

than two approved fasteners per slate.

R4402.7.6.2 All terminations and intersections shall be

flashed in metal as provided in Section R4402.6.6 and

RAS 111.

R4402.7.6.3 Quarry slates shall be tested in compliance

with the requirements set forth in Section R4402.12.

R4402.7.6.4 Installation of all quarry roof slates shall be

limited to a roof mean height of 33 feet (10 m), unless

otherwise specifically noted in the Product Approval.

R4402.7.7 Asphaltic shingles. Asphaltic shingles layout,

alignment and placement of mechanical attachment shall be

in compliance with the Product Approval, and shall be in-

stalled in accordance with RAS 115.

R4402.7.7.1 Underlayments exceeding minimum

underlayments, as detailed in Section R4402.7, shall be

applied in compliance with the application methods de-

tailed in the Product Approval. Where the architectural

appearance of the underside of the roof is to be pre-

served, refer to Section R4402.8.5.2.

R4402.7.7.2 Installation of all asphaltic shingles shall be

limited to a roof mean height of 33 feet (10 m), unless

otherwise specifically noted in the Product Approval.

R4402.7.7.3 The asphaltic shingle Product Approval

shall meet the following minimum requirements:

R4402.7.7.3.1 Where asphaltic shingles are to be in-

stalled over insulated roof deck, a suitable nailable

substrate, in accordance with Section R4402.9.5.7

must be installed over the insulation prior to the in-

stallation of approved underlayment and shingles.

R4402.7.7.3.2 Asphaltic shingles shall be installed in

compliance with the Product Approval, but in no case

with less than six approved roofing nails or approved

fastening devices which penetrate through the thick-

ness of sheathing or wood plank a minimum of 3/16

inch (4.8 mm) or penetrate into a 1 inch (25 mm) or

greater thickness of lumber a minimum of 1 inch (25

mm), except where architectural appearance is to be

preserved, in which case a minimum of 3/4 inch (19

mm) ring shank roofing nail may be used.

R4402.7.7.3.3 Intersections, eaves, rakes, valleys,

gable ends, and the starter course of asphaltic shingles

shall be set in an 8-inch (203 mm) wide bed of ap-

proved cold adhesive or roofing cement. Application

of adhesive or cement shall be in compliance with the

application instructions of the Product Approval.

Shingles shall not extend more than 1/4 inch (6.4 mm)

beyond the eave drip.

R4402.7.7.3.4 All perimeter termination and valleys

shall be fabricated from metal. Minimum metal re-

quirements are set forth in Section R4402.6.6, and

RAS 111.

R4402.7.7.3.5 Asphaltic shingles shall be tested in

compliance with the provisions set forth in Section

R4402.12.

R4402.7.8 Clay and concrete roof tile. Tile shall be clay,

concrete or composition material of various configurations

complying with the physical property requirements of this

code. All tile and tile systems shall be tested in compliance

with the provisions set forth in Section R4402.12. Tile shall

have a Product Approval for a complete tile system, which

shall include the tile, underlayment and all tile related acces-

sories required to provide a waterproof system.



R4402.7.8.1 Application. All tile systems shall be in-

stalled over solid sheathed decks. All tile installation

shall be in accordance with RAS 118, RAS 119, and RAS

120, as applicable.

R4402.7.8.1.1 Roof tile mortar shall either be a

pre-mixed unit having a Product Approval and tested

in compliance with TAS 123 or a job-site mix ap-

proved by the building official and in compliance

with TAS 113.

R4402.7.8.2 The roof tile product approval shall specify

the slope requirement for each tile and underlayment

system in accordance with Table R4402.4.2.

R4402.7.8.3 All roof tile fasteners shall be tested and

comply with the requirements set forth in Section

R4402.12.

R4402.7.8.4 All tile systems. All tile application designs

shall comply with the following limitations in order to

withstand the wind loads prescribed in this section, as

well as all wind load requirements set forth in Section

R4403.

R4402.7.8.4.1 Roof tiles systems, combining me-

chanically fastened tile and mortar and/or adhesive,

shall be acceptable.

R4402.7.8.4.2 In an air permeable tile roofing sys-

tems: (1) the length of each tile shall be not less than

12 inches (305 mm) and not greater than 21 inches

(533 mm) and the exposed width of the tile shall be

between 8.5 inches and 15 inches (216 and 381 mm);

(2) the maximum thickness of the nose (leading edge)

of the tile shall not exceed 1.3 inches (33 mm); and (3)

mortar or adhesive set system shall have at least

two-thirds of the tile free of mortar and/or adhesive

contact.

R4402.7.8.5 The proposed method of attachment for tile

systems which are considered to be air permeable, shall

provide sufficient attachment resistance (Mf) (listed in

tile product approval) to meet or exceed the moment of

resistance (Mr) as determined by following the proce-

dures outlined in RAS 127. The aerodynamic multiplier

(k) needed in RAS 127 shall be part of the tile Product

Approval and shall be derived from the following for-

mula:

For direct deck application k = (0.156) x (b) x (l)2

For batten application k = (0.144) x (b) x (l)2

Where b (in feet) = exposed width of the tiles

Where l (in feet) = length of tiles

R4402.7.8.6 The proposed method of attachment for tile

systems which are not considered air permeable shall

provide a minimum characteristic force (F’) (listed in tile

product approval) to meet or exceed the required uplift

resistance (Fr) as determined by following the proce-

dures outlined in RAS 127.

R4402.7.8.7 Tile systems shall extend beyond the drip

edge (not including the rake) not less than 3/4 inch (19

mm) but not more than 2 inches (51 mm).

R4402.7.8.8 Spanish “S” tile, barrel tile or other tile sys-

tems that create a void between the deck and the under-

side of the tile shall be closed at the eaves with a

prefabricated closure or mortar filler to close the eaves

and elevate the butt ends of the first course, as detailed in

the tile system Product Approval.

R4402.7.8.9 Apply a minimum 3/8-inch (9.5 mm) diame-

ter weep holes, spaced not more than 12 inches (305 mm)

apart, located flush with the underlayment of all tile sys-

tems, except tile systems using thick-butt tile.

R4402.7.8.10 Mortar or adhesive set tiles applied at an

incline from 6:12 up to and including 7:12 shall have the

first course of tile (this applies to pan only on two-piece

barrel tile) mechanically fastened with not less than one

fastener per tile. As an alternate, the first course of tile

shall be applied in mortar over a single layer of minimum

20 gauge galvanized wire mesh with openings of not less

than 1/2 inch (12.7 mm) or greater than 11/2 inches (38

mm) with minimum exposure of 12 inches (305 mm)

which is mechanically attached to the deck through the

underlayment with approved fasteners and tin-cap when

back nailing the cap sheet. Additionally, for roof inclines

of 6:12 up to and including 7:12, every third tile of every

fifth course, shall be mechanically fastened with not less

than one fastener per tile. For roof inclines above 7:12, in

addition to the mortar or adhesive, all tiles shall be me-

chanically fastened with not less than one fastener per

tile. Apply approved flashing cement to seal all tile fas-

tener penetrations, for all roof inclines.

R4402.7.8.11 All tile systems shall be shingle lapped in-

terlocking and installed with the headlap as specified in

the tile system Product Approval. In no case shall the

minimum headlap be less than 2 inches (51 mm) for mor-

tar or adhesive set tile, or less than 3 inches (76 mm) for

mechanically set tile, unless restricted by product design.

R4402.7.8.12 Where tiles are to be installed over an in-

sulated roof deck, a suitable nailable substrate, in accor-

dance with Sections R4402.9.5.6 and R4402.9.5.7 must

be installed over the insulation prior to the installation of

approved underlayment and tiles.

R4402.7.8.13 For mortar or adhesive set tile, no more

than two tiles shall be loose per roofing square [100

square feet (9.3 m2)]. No loose tile shall be adjacent to

each other.

R4402.7.9 Metal panels/shingles. Steel panels/shingles

shall be a minimum of G-90 corrosion resistant, and shall be

not less than 26 gauge in thickness. Aluminum panels/shin-

gles shall not be less than 0.025-inch (0.685 mm) thick. All

other metal panel/shingle products shall be an equivalent

weight. All metal panel/shingle assemblies shall be capable

of withstanding foot traffic without damage to the metal

panels/shingles. Metal panels/shingles shall have Product

Approval for a complete metal system, which shall include

the panel/shingle, underlayment and all related accessories

to provide a complete waterproof system.

R4402.7.9.1 All metal panels/shingles assemblies shall

be tested in accordance with Section R4402.12, and TAS

125.



R4402.7.9.2 The entire application method of all metal

panel/shingle systems shall be detailed in the Product

Approval and RAS 133, as applicable.

R4402.7.9.3 Metal shingles may be applied as a recover

over a single layer of asphaltic shingles or smooth sur-

face roofing, providing the deck is solid sheathed and in

compliance with the provisions of this code, the existing

prepared roof covering is in compliance with provisions

of this code and the entire metal shingle system is applied

as set forth in the Product Approval.

R4402.7.9.4 Metal panel/shingle systems shall not ex-

tend more than 1 inch (25 mm) beyond the roof eave.

R4402.7.9.5 All intersections shall be flashed in metal as

provided in Section R4402.6.6, RAS 111 and the roof as-

sembly Product Approval.

R4402.7.10 Wood shingles and shakes. All wood shingles

and shakes shall be installed in accordance with RAS 130.

Installation of all wood shingles and shakes shall be limited

to a roof mean height of 33 feet (10 m), unless otherwise

specifically noted in the Product Approval.

R4402.7.10.1 All wood shingle/shake systems shall be

tested in accordance with Section R4402.12.

SECTION R4402.8HIGH-VELOCITY HURRICANE ZONES — ROOFCOVERINGS WITH SLOPES LESS THAN 2:12

R4402.8.1 General. All adhered roofing components shall be

bonded to the various types of substrates in compliance with

the requirements set forth in the roofing assembly Product Ap-

proval and the following minimum requirements. The author-

ity having jurisdiction may adopt RAS 150 as the means of

complying with the requirements listed in this section.

R4402.8.2 All packaged asphalt shall have the following

data printed on the carton wrapper:

R4402.8.2.1 ASTM designation and type;

R4402.8.2.2 Flash point as determined by ASTM D 92,

Flash and Fire Point, by Cleveland open cup; and

R4402.8.2.3 Equiviscous temperature (EVT) at which

the asphalt attains a viscosity of 125 centipoise (25

centipoise for coal tar) as determined by ASTM D 4402,

Viscosity Determinations of Unfilled Asphalt Using The

Brookfield Thermoset Apparatus.

R4402.8.3 Asphalt types, as defined by ASTM D 312, shall

be employed in all roofing assemblies. Application of as-

phalt shall be in compliance with Table R4402.8.3A and

Table R4402.8.3B or as detailed in the roofing assembly

Product Approval.

TABLE R4402.8.3ASLOPE AND APPLICATION TEMPERATURE CRITERIA

ASTM D312 TYPES OFASPHALT

MAXIMUM1

SLOPE(in./ft)

TEMPERATURE F

MOP MECHANICAL

Type I Dead level 1/4 350 +/-25 375 +/-25

Type II Flat 1/2 400 +/-25 425 +/-25

Type III Steep 3 425 +/-25 450 +/-25

Type IVSpecial steep (All

roof tile systems)N/A 450 +/-25 475 +/-25

1 inch = 25.4 mm; C� = [ (ºF)-32)]/1.8

1. Temperature and slope measurements are at point of application

TABLE R4402.8.3BSLOPE AND APPLICATION TEMPERATURE CRITERIA

ASTM 450 COALTAR TYPE NO. TYPE OF COAL TAR

MAXIMUMSLOPE (in./ft)

TEMPERATURERANGE (ºF)

Type I Coal tar pitch 1/4 360 +/-25

Type III Coal Tar bitumen 1/4 375 +/-25

1 inch = 25.4 mm;C� = [ (ºF)-32)]/1.8

R4402.8.4 Back nailing of inter-ply sheets shall not be re-

quired when using ASTM D 312 Type IV asphalt on slopes

less than 3:12.

R4402.8.5 Mechanical attachment. All mechanically at-

tached roofing components shall be attached to the various

types of substrates in compliance with the requirements set

forth in the roofing assembly Product Approval and the fol-

lowing minimum requirements.

R4402.8.5.1 Base sheet attachment on wood decks.Nails shall be minimum 12 gauge, annular ring shank

nails having not less than 20 rings per inch; heads not less

than 3/8-inch (9.5 mm) in diameter; and lengths sufficient

to penetrate through the thickness of plywood panel or

wood plank decking not less than 3/16 inch (4.8 mm), or to

penetrate into a 1-inch (25.4 mm), or greater, thickness

of lumber not less than 1 inch (25.4 mm). Nails shall be

hot dipped; electro or mechanically galvanized to a

thickness sufficient to resist corrosion in compliance

with Appendix E of TAS 114. All nails shall be Product

Approved. All nail cartons or carton labels shall be la-

beled to note compliance with the corrosion resistance

requirements. No roofing material shall be fully or par-

tially adhered, unless otherwise noted in the roof assem-

bly Product Approval directly to a nailable deck.

R4402.8.5.1.1 Such fasteners shall be applied

through tin caps not less than 15/8 inches (43 mm) and

not more than 2 inches (11 mm) in diameter and of not

less than 32 gauge (0.010-inch) sheet metal. Cap nails

with integral heads shall not be an acceptable substi-

tute. All tin caps shall be Product Approved.

R4402.8.5.1.2 Prefabricated fastener systems com-

plying with Sections R4402.8.5.1 and R4402.8.5.1.1

may be used, provided they have Product Approved.

R4402.8.5.1.3 Spacing of such fasteners shall be in

compliance with patterns set forth in the roofing as-

sembly Product Approval.



R4402.8.5.2 Where the architectural appearance of the

underside is to be preserved, a base sheet may be secured

in an alternate method of attachment prepared, signed,

and sealed by a Florida-registered architect or engineer,

or in buildings where the mean roof height does not ex-

ceed 15 feet (4.6 m), a base sheet may be secured with

11/4-inch (32 mm) fasteners on supporting members,

with a minimum of 1/2-inch (12.7 mm) fasteners between

the supporting members, all of which shall be secured

through tin caps and nailed 6 inches (152 mm) o.c. in all

directions.

R4402.8.5.3 Lightweight insulating concrete. All

lightweight insulated concrete shall be vented per roof-

ing system manufacturer recommendations.

R4402.8.5.3.1 Lightweight concrete shall not be ap-

plied over an existing roof deck unless the supporting

structure has been approved as adequate to sustain the

added weight. Calculations verifying the adequacy of

the existing structure to sustain the added weight shall

be prepared, signed, sealed and dated by a

Florida-registered architect or engineer, which archi-

tect or engineer is proficient in structural design, and

submitted with the uniform roofing permit applica-

tion.

R4402.8.5.4 Other nailable decks. The mechanical at-

tachment of roofing components to other nailable decks

shall be governed by the roofing assembly Product Ap-

proval.

R4402.8.6 Cast-in-place and precast structural concretedecks. Cast-in-place and precast structural concrete decks

are considered non-nailable. Concrete decks shall be clean,

dry and fully primed with ASTM D 41 or ASTM D 43, as re-

quired, primer applied at a rate of not less than 1 gallon (3.8

L) per square. Hot asphalt or cold adhesive shall not be ap-

plied until the primer has fully dried.

R4402.8.6.1 In hot mopped applications over precast

panels, a minimum of 12-inch (305 mm) wide strips of

roofing felt or modified bitumen shall be applied to all

panel joints. Said strips shall be bonded to the panel

joints with asphalt, approved mastic or approved cold ap-

plied adhesive or shall be torched to a primed surface.

R4402.8.7 Steel decks. Steel decks shall be covered with a

roof insulation panel having its own Product Approval and

listed in the roofing assembly product approval. Insulation

panels shall be mechanically fastened in compliance with

the mechanical attachment patterns listed in the roofing as-

sembly product approval, and in accordance with the provi-

sions of RAS 117.

R4402.8.7.1 If the deck thickness, on an existing steel

deck, is less than 22 gauge, a field fastener withdrawal

resistance test shall be conducted, in compliance with

TAS 105, to confirm compliance with the wind load re-

quirements of Section R4403. Test results shall be sub-

mitted with the uniform roofing permit application for

review prior to issuance of the roofing permit. The field

fastener withdrawal resistance test shall be carried out by

a certified testing laboratory.

R4402.8.7.2 Steel decks shall be welded or mechani-

cally attached to the structure in compliance with the de-

sign pressure requirements set forth in Section R4403.

R4402.8.7.3 Composite wood and insulation panels

shall be mechanically attached to steel decks in compli-

ance with the attachment requirements enumerated in the

insulation roofing component Product Approval. The

composite wood insulation panel shall be in compliance

with the minimum sheathing requirements of this code.

R4402.8.8 Flashing. All flashing shall be installed accord-

ing to the roof assembly manufacturer’s published details

and literature and in accordance with RAS 111.

R4402.8.9 Valleys. Valleys in BUR shall be installed in ac-

cording to the roof assembly manufacturer’s published lit-

erature for high wind areas and in compliance with the

applicable detail described in the Product Approval.

R4402.8.10 Parapet walls. All parapet wall details shall be

installed in accordance with the roofing system product ap-

proval, manufacturer’s published details and literature and

in accordance with approved methods detailed in RAS 111.

R4402.8.11 Insulation. Roof insulation shall be applied in

compliance with the roofing system Product Approval and

RAS 117.

R4402.8.12 Surfacing. Roofing assemblies shall be sur-

faced in compliance with the Product Approval. Surfacing

shall be in sufficient quantity to comply with the required

fire classification. Aggregate surfacing shall not be used on

slopes greater than 3:12. Aggregate shall be embedded in a

flood coat of bitumen applied over a prepared top ply.

R4402.8.12.1 On slopes of 3:12 or less, not less than 400

pounds (182 kg) of roofing gravel or 300 pounds (145

kg) of slag per square shall be applied. A minimum of 50

percent of the total aggregate shall be embedded in the

flood coat of bitumen. Aggregate shall be dry and free

from dirt and shall be in compliance with the sizing re-

quirements set forth in ASTM D 1863. A building offi-

cial may as an option, request a test to confirm

compliance with these requirements.

R4402.8.12.2 On inclines greater than 3:12, a smooth

surface coating shall be applied.

R4402.8.12.3 Mineral surfaced cap sheet applications

shall not require any additional surfacing unless required

with the particular assembly for a fire classification.

R4402.8.12.4 All smooth surface applications shall be

coated with an aluminized or emulsion coating, having a

valid and current Product Approval and shall be in com-

pliance with the application instructions in said Product

Approval. Coating quantity shall be in compliance with

the required fire rating classification for the structure.

R4402.8.13 Attachment of metal termination. All edge

metal and terminations shall be installed according to man-

ufacturers published literature, provided it meets the mini-

mum requirements as set for in RAS 111 and Section

R4403.

R4402.8.14 Expansion joints. Expansion joint covers and

expansion joint components shall be constructed and in-



stalled in accordance with the roofing assembly manufac-

turer’s published literature.

R4402.8.15 Venting roofing assemblies. All roof assem-

blies shall be applied to a dry substrate. Vapor retarders

shall be installed, where applicable, to reduce moisture va-

por flow into insulation from the warm, humid building in-

terior, leading to internal condensation. Vents shall be

installed to assist in the expulsion of moisture vapor where

such vapor may enter the roofing assembly or moisture, as

defined in Section R4402.11.12, has been left in an existing

roofing assembly. Venting units shall not allow vapor to en-

ter the roofing assembly when the high vapor pressure side

is above the roofing membrane.

R4402.8.16 Waterproofing. Waterproofing systems may

be installed in lieu of an approved roof system over sloped

or horizontal decks specifically designed for pedestrian

and/or vehicular traffic, whether the deck is above occupied

or unoccupied space. In new construction the minimum

deck slope shall be 1/4 : 12.

R4402.8.16.1 The waterproofing system must possess a

current and valid product approval.

R4402.8.16.2 If an overburden or wearing surface is not

to be installed, the waterproofing system must be ap-

proved by the manufacturer for use in vehicular and/or

pedestrian traffic locations.

R4402.8.16.3 The waterproofing assembly must possess

a Class A, Class B or Class C fire rating as required

herein.

R4402.8.16.4 If any portion of the waterproofing mem-

brane is to remain exposed, the waterproofing system

shall be ultraviolet resistant.

R4402.8.16.5 Flashings must be installed according to

the waterproofing manufacturer’s published specifica-

tions and in compliance with the material and attachment

standards of RAS 111.

R4402.8.16.6 The waterproofing system shall be flood

tested in accordance with ASTM D 5957.

R4402.8.16.6.1 The flood test shall take place after

installation of the waterproofing membrane and prior

to the installation of any above membrane compo-

nents, wearing surface or overburden.

R4402.8.16.6.2 An approved testing lab shall provide

written verification to the building official confirm-

ing that the flood test was performed along with the

results, prior to final inspection.


ROOF INSULATION

R4402.9.1 General. All roof insulation shall have Product

Approval as an approved roofing component for use in roof-

ing assemblies. All insulation shall be tested for physical

properties in accordance with TAS 110.

R4402.9.2 Foam plastic. Foam-plastic roof insulation shall

conform to the material and insulation requirements of Sec-

tion R4412.

R4402.9.2.1 Foam insulation panels shall be overlaid

with a perlite, fiberglass, wood fiber or mineral wool

overlay unless specifically stated to the contrary in the

roof assembly Product Approval.

R4402.9.3 Cellulose fiberboard. Cellulosic fiberboard

roof insulation requirements shall conform to the materials

and insulation requirements of Section R4409.

R4402.9.4 Insulation fasteners, membrane fastenersand stress plates. All Insulation fasteners, membrane fas-

teners and stress plates shall have a roof component Product

Approval, and shall be tested in compliance with RAS 117,

Appendixes A, B and C, and TAS 110 and TAS 114, Ap-

pendix E, Section 3 (DIN 50018), for corrosion resistance.

R4402.9.5 Application. Roof insulation shall be applied in

strict compliance with the application methods detailed in

the roof assembly Product Approval and with the require-

ments set forth in RAS 117.

R4402.9.5.1 Roof insulation, either on the ground or on

the roof top, shall be kept dry. The building official shall

instruct the removal of the insulation from the job when

elevated moisture levels are found in the insulation or

where panels cannot achieve 85 percent adhesion.

R4402.9.5.2 When applied in hot asphalt or cold adhe-

sive, no insulation panel’s dimension shall be greater

than 4 feet (1219 mm).

R4402.9.5.3 Strip or spot mopping of insulation panels

shall be used as an application method only when ap-

proved in the roof assembly Product Approval.

R4402.9.5.4 Where more than one layer of insulation is

applied, joints between layers shall be staggered.

R4402.9.5.5 Application in approved cold adhesive

shall be as detailed in the Product Approval and shall be

in compliance with the required fire classification.

R4402.9.5.6 Nail boards or composite panels with a

nailable surface may be applied to sloped decks for the

application of prepared roof covering or metal roofing

systems, providing that the nailing surface is minimum15/32-inch (12 mm) exterior grade plywood sheathing,

and has been attached to the deck with approved fasten-

ing assemblies in accordance with the windload require-

ments of Section R4403. Composite panels shall be

gapped a minimum of 1/8 inch (3.2 mm) to allow for ex-

pansion of the sheathing panel.

R4402.9.5.7 Suitable nailable decks installed over rigid

board roof insulation in buildings of mean roof height of

35 feet (10.7 m) or less, shall be a minimum of 15/32-inch

(12 mm) exterior grade plywood sheathing. These decks

shall be fastened to every structural roof frame member

or to the existing deck under the insulation, at intervals of

not more than 24 inches (610 mm) apart, with a mini-

mum #12 approved insulation fastener spaced at a maxi-

mum of 12 inches (305 mm) apart in one direction with a

minimum penetration of 11/2 inches (38 mm) into the



structural member or deck. In these cases the maximum

thickness of the rigid insulation board shall not exceed 2

inches (51 mm). An alternate method of attachment may

be proposed, provided it is in compliance with Section

R4403, and it is prepared, signed and sealed by a

Florida-registered architect or a Florida professional en-

gineer, which architect or engineer shall be proficient in

structural design.

R4402.9.5.8 Mechanical attachment of insulation panels

at uneven areas shall be acceptable. Hollowing, cutting

or scoring of insulation panels to provide contact shall

not be acceptable.


REROOFINGR4402.10.1 General. Materials and methods of application

used for recovering or replacing an existing roof covering,

system or assembly shall comply with the requirements set

forth in Sections R4402.1 through R4402.14.

R4402.10.2 Repairs shall be carried out with roofing com-

ponents as defined in this section having Product Approval.

R4402.10.3 Repairs shall be carried out in such a manner as

to not to create additional ponding water.

R4402.10.4 Not more than 25 percent of the total roof area

or roof section of any existing building or structure shall be

repaired, replaced or recovered in any 12-month period un-

less the entire existing roofing system or roof section is re-

placed to conform to requirements of this code.

R4402.10.5 A roofing system shall not be applied over an

existing roof or over an existing roof deck where the roof

sheathing has not been fastened in compliance with this

code or where the roof sheathing will not permit effective

fastening or where sheathing is water soaked or deteriorated

so that effective attachment is not possible. All areas of de-

teriorated sheathing shall be removed and replaced. The

building official shall not be required to inspect the

renailing of the sheathing under this section.

R4402.10.6 Structural concrete decks shall be allowed to

dry or shall be dried prior to application of an ASTM D 41 or

ASTM D 43, as required, or roofing system proprietary

primer where the base sheet or base insulation layer is

bonded to the concrete deck.

R4402.10.7 On lightweight concrete, gypsum and

cementitious wood fiber roof decks a field fastener with-

drawal resistance test, in compliance with TAS 105, shall be

carried out to confirm compliance with wind load require-

ments of Section R4403.

R4402.10.7.1 If the tested fasteners exhibit a minimum

characteristic resistance force less than 80 percent than

that listed in the product approval, a structural engineer

shall examine the deck’s integrity and provide a pro-

posed attachment specification. Such specification shall

be submitted with the uniform roofing permit application

for review and approval by the building official prior to

the issuance of a roofing permit. Calculations for the at-

tachment of the anchor sheet/base sheet or insulation

over these deck types, shall be in compliance with RAS

117.

R4402.10.8 Steel decks shall be examined prior to recover

for indication of corrosion. Any corrosion shall be treated

with a rust inhibitor, providing the field fastener withdrawal

resistance values of the proposed mechanical fasteners

comply with the requirements of Section R4403 of this

code. All steel decks less than 22 gauge shall be field tested

for fastener withdrawal resistance for compliance with Sec-

tion R4403 prior to application of a new roofing system.

Test results shall be submitted with the uniform roofing per-

mit application.

R4402.10.9 One additional roofing system may be applied

over an original roofing assembly, providing the existing

roofing assembly complies with the requirements of Sec-

tion R4402.10.

R4402.10.10 If the recover roofing assembly is to be

bonded to an existing roofing membrane, the existing roof-

ing membrane shall be tested in compliance with TAS 124

for uplift resistance. The existing roofing membrane shall

resist the design pressures calculated under Section R4403

of this code. Test results shall be submitted with the uniform

roofing permit application.

R4402.10.11 If the recover roofing assembly is mechani-

cally attached through either a base sheet or insulation layer,

the attachment assembly shall be field tested for fastener

withdrawal resistance, in compliance with TAS 105, and

laboratory tested for pull-over resistance to ensure compli-

ance with wind uplift requirements set forth in Section

R4403 of this code. Test results shall be submitted with the

uniform roofing permit application. Recover roofing as-

sembly anchor sheet or base sheet shall not be mechanically

fastened directly to existing gravel roof unless all gravel is

completely removed.

R4402.10.12 Moisture content of the existing roofing as-

sembly to be covered by a new roofing system shall not ex-

ceed 5 percent by weight in the roofing membrane and 8

percent by weight in the insulation system, as verified by

moisture survey performed in accordance with TAS 126.

Test results shall be submitted with the uniform roofing per-

mit application.

R4402.10.13 Prior to starting the work the contractor has

the responsibility of notifying the owner, by means of the

roofing permit and required owners notification for roofing

considerations herein, of any possibility of ponding water

and recommend a structural review if ponding water is a

possibility.

R4402.10.14 If the new roofing system is to be bonded to

the existing roof surface, the surface shall be free of all loose

gravel, dirt and silt and dry prior to commencement of the

roofing application. All blisters shall be cut and repaired

prior to roofing application.

R4402.10.14.1 If the existing roof surface has gravel

embedded in hot asphalt, all loose gravel shall be re-

moved together with any dirt and silt. The dry membrane

surface shall be primed with ASTM D 41 primer or pro-



prietary roofing system primer and allowed to dry thor-

oughly. A flood coat of ASTM D 312, type III or IV

asphalt shall be applied to sufficient depth to cover the

remaining embedded gravel. The prepared substrate

shall be suitable for application of a new insulation layer

only.

R4402.10.14.2 In the case of existing coal tar assem-

blies, the existing roof surface shall be primed with

ASTM D 43 primer or covered with a mechanically at-

tached separation board prior to application of a new coal

tar assembly. If an existing coal tar assembly is to be cov-

ered with an asphalt applied roofing system, only the

separation board is acceptable. The attachment of the en-

tire assembly, including the separation board, shall meet

the design pressure requirements set forth in Section

R4403.

R4402.10.14.3 Insulation shall have product approval as

a roofing component approved for use as a part of the

roofing assembly. The insulation panels shall be bonded

or mechanically attached in compliance with the Product

Approval and RAS 117.

R4402.10.15 Where an existing sloped roof is sheathed

with spaced sheathing, any existing prepared roof covering

shall be removed. New sheathing shall be applied in compli-

ance with Section R4403, or open spacing shall be filled

with dimensional lumber to create solid wood sheathing

providing the spaced sheathing is in compliance with this

code. Spaced sheathing is approved for use with wood

shakes and wood shingles only.

R4402.10.16 No recover application shall take place over

existing wood shingles, shakes, slate, tile or metal shingles.

R4402.10.17 Asphaltic shingle assemblies may be applied

over one existing layer of asphaltic shingles having not

more than 1/8 inch (3.2 mm) difference in level in the exist-

ing shingle material. Recover over an existing shingle sys-

tem shall be with a product having Product Approval as

prepared roof covering, in strict compliance with the appli-

cation method detailed in the Product Approval.

R4402.10.18 Sprayed polyurethane foam (PUF) and

elastomeric coating systems may be applied over existing

roofing assemblies providing the PUF system has obtained

Product Approval, the deck has been prepared in compli-

ance with the Product Approval and this code, the applica-

tion is in strict compliance with the foam manufacturer’s

published application instructions for the environmental

conditions at the time of application and post-application

inspections conform to RAS 109.

R4402.10.18.1 No sprayed polyurethane foam (PUF)

and/or elastomeric coating systems shall be applied over

existing composition shingles.

R4402.10.18.2 Upon completion of a PUF system, an in-

spection of the system shall be carried out by an autho-

rized representative of the coating manufacturer. A

certification shall be furnished to the building official

within 30 days of completion, confirming that the quality

control tests detailed in the PUF system Product Ap-

proval have been carried out with satisfactory results.

R4402.10.18.3 Should a PUF system have inadequate

adhesion to meet the design pressures, as set forth in Sec-

tion R4403, the roofing system shall be removed and re-

placed with a roofing system tested to adequate

adhesion. An additional inspection shall be required

once the roofing system has been replaced. A field adhe-

sion test may be requested by the building official during

the application or at the completion of the project to con-

firm adequate adhesion.

R4402.10.18.4 The PUF system shall comply with

R4402.10.

R4402.10.18.5 All PUF systems shall be installed by li-

censed roofing contractors holding an applicator’s certif-

icate from the manufacturer holding the Product

Approval for the PUF system.

R4402.10.19 Roof coverings or roofing components, such

as tile, slate or similar, shall not be applied over an existing

roofing system.

R4402.10.20 Lightweight insulated concrete shall not be

applied over an existing roofing system unless the existing

roofing assembly is verified to be adequate to accept the

new lightweight insulating concrete and is in compliance

with the testing required herein.

R4402.10.21 Existing ventilation. Ridge ventilation is rec-

ommended whenever possible to create airflow entering the

soffit and exiting the ridge. Ridge ventilation shall not be in-

stalled without adequate soffit ventilation to draw outside

air through the ridge void. When recovering, repairing or

reroofing, the existing amount of attic ventilation shall not

be reduced.

SECTION R4402.11HIGH-VELOCITY HURRICANE ZONES — ROOFTOP

STRUCTURES AND COMPONENTS

R4402.11.1 Rooftop structures. Rooftop structures shall

be designed and constructed in accordance with the Florida


R4402.11.2 Rooftop mounted equipment. All rooftop

equipment and supports shall be secured to the structure in

compliance with the loading requirements of Section

R4403. The use of wood “sleepers” shall not be permitted.

R4402.11.3 Machinery, piping, conduit, ductwork, signs

and similar equipment may be mounted on roofs in compli-

ance with the following:

R4402.11.3.1 Permanently mounted rooftop equipment

shall be installed to provide clearances, in accordance

with Table R4402.11.3, to permit repairs, replacement

and/or maintenance of the roofing system or any of its

components.



TABLE R4402.11.3ROOF MOUNTED EQUIPMENT HEIGHT REQUIREMENTS

WIDTH OF EQUIPMENT (in.) HEIGHT OF LEGS (in.)

Up to 24 14

25 to 36 18

37 to 48 24

49 to 60 30

61 and wider 48

For SI: 1 inch = 25.4 mm

R4402.11.3.2 When reroofing, recovering, performing

repair or roof maintenance, and where the roof top equip-

ment is moved to properly execute such work, the mini-

mum clearances of the said equipment support shall be in

accordance with Table R4402.11.3.

R4402.11.3.3 In buildings where the existing rooftop

equipment, in the opinion of the building official, pro-

vides sufficient clearance to repair, recover, replace

and/or maintain the roofing system or any of its compo-

nents, such existing equipment need not comply with Ta-

ble R4402.11.3.

R4402.11.3.4 Electrical conduit, mechanical piping or

any other service lines running on the roof shall be raised

not less than 8 inches (203 mm) above the finished roof

surface.

R4402.11.3.5 Condensate lines shall not drain on the

roofing system or any of its components. Condensate

lines need not comply with the minimum clearance re-

quirements.

SECTION R4402.12HIGH-VELOCITY HURRICANE ZONES — TESTING

R4402.12.1 Scope. This section defines the minimum test-

ing requirements for substrates, roofing components, roof-

ing systems and roofing assemblies. All roofing products

shall be tested for physical properties, water-infiltration, up-

lift performance and fire resistance, as addressed within this

code.

R4402.12.1.1 Testing requirements for physical proper-

ties of all roofing products shall be as set forth in TAS

110.

R4402.12.1.2 Testing requirements for fire resistance

shall be in compliance with ASTM E 108 or UL 790.

R4402.12.2 Application. Testing for substrates, roofing

components, roofing systems and roofing assemblies shall

comply with the provisions herein and those of Florida

Building Code, Building TAS and RAS listed in this code.

R4402.12.3 Laboratory certification. All testing required

by this code shall be performed by a certified testing labora-

tory.

R4403.12.4 Margin of safety. A margin of safety of 2:1

shall be applied to all wind uplift resistance test results. All

in-situ (on site) testing shall have an applied 1.45:1 margin

of safety.

R4403.12.5 Material labeling. All products shall be identi-

fied with the product approval number or logo; or the manu-

facturer’s name or logo. ASTM standard roll goods shall be

marked with a yellow line to identify the ASTM standard, or

such other marking indicated in the Product Approval.

R4402.12.5.1 All asphaltic shingles, tile products and

metal roofing panels and clips shall be labeled on the un-

derside with the Florida Building Code, Building insig-

nia, or Product Approval number, or the wording

“Florida Building Code, Building Product Approved,”

and manufacturer’s initials or manufacturer’s logo, or as

specified in the manufacturer’s Product Approval.

R4402.12.6 Testing requirements.

R4402.12.6.1 Reserved.

R4402.12.6.2 Continuous roofing systems. All contin-

uous roofing systems shall be tested in compliance with

TAS 110 and TAS 114 in its entirety. All continuous

roofing systems shall resist a minimum of 90 pound per

square foot (psf) (4309 Pa) tested wind uplift pressure re-

sistance. Continuous roofing system testing require-

ments shall be as follows:

R4402.12.6.2.1 Spray applied polyurethane foam.All spray applied polyurethane foam systems shall be

tested in compliance to RAS 109 and TAS 110 and

TAS 114.

R4402.12.6.2.1.1 Physical properties testing for

acrylic coatings used on spray applied polyure-

thane foam roofing assemblies shall be tested in

compliance with ASTM D 6083-97a and Federal

Specification TTC-555B, Test Specification for

Wind-Driven Rain Infiltration Resistance.

R4402.12.6.3 Liquid applied roofing membranes sys-tems. All liquid applied roofing membranes systems

shall be tested in compliance with TAS 114, in addition

to the physical properties testing requirements set forth

in TAS 110, and fire resistance.

R4402.12.6.3.1 For liquid applied acrylic roofing

membrane assemblies, physical properties testing

shall be in compliance with ASTM D 6083-97a and

Federal Specification TTC-555B, Test Specification

for Wind Driven Rain Infiltration Resistance.

R4402.12.6.4 The building official may request that a

quality control field uplift test be carried out on a contin-

uous roofing system in compliance with test procedure

TAS 124. Single-ply systems are not required to meet the

deflection requirements established in the test protocol.

The roofing system shall resist the design pressures as

calculated in compliance with Section R4403 and as es-

tablished in TAS 124.

R4402.12.6.4.1 Should a roofing system fail to meet a

quality control field uplift test, the roofing contractor

may propose to the building official an acceptable

method of repair that is in compliance with the re-

quirements of this code.

R4402.12.6.5 Discontinuous roofing systems. All dis-

continuous roofing systems shall be tested in compliance



with TAS 100 for wind driven water infiltration resis-

tance. Test specimens used for this test shall be con-

structed at the approved test facility. Testing

requirements shall be as follows:

R4402.12.6.5.1 Asphaltic shingle systems. All as-

phaltic shingle systems shall comply with the follow-

ing requirements: TAS 100, TAS 107, ASTM D 3462

and ASTM D 3018. Asphaltic shingle systems shall

have a quality control testing program by an approved

independent listing agency.

R4402.12.6.5.2 Clay and cement roof tiles. All roof

tiles shall be tested in compliance with TAS 100.

Physical properties testing for clay roof tiles shall be

in compliance with ASTM D 1167. Physical proper-

ties testing for concrete roof tiles shall be in compli-

ance with TAS 112. All roof tiles shall resist a

minimum wind uplift resistance as determined by

Section R4403 of this code and RAS 127. Clay and

cement roof tile systems requirements are as follows:

R4402.12.6.5 .2 .1 Underlayment. All

underlayments used in discontinuous roof tile sys-

tems shall be tested in compliance with TAS 103

and TAS 104, unless otherwise specifically listed

in the applicable RAS.

R4402.12.6.5.2.2 Mortar or adhesive set roof tile

systems. All mortar or adhesive set tile systems

shall be tested for static uplift resistance in compli-

ance with TAS 101, the results of which shall be

listed in the system manufacturer’s Product Ap-

proval.

R4402.12.6.5.2.2.1 Additionally, roof tile sys-

tem manufacturers may test for wind character-

istics in compliance with TAS 108, provided

the system is determined to be air permeable by

testing in compliance with TAS 116; and the

tiles meet the size criteria set forth in TAS 108.

The result from this testing shall be an aerody-

namic multiplier (l) which represents the sys-

tem’s wind characteristics and shall be listed in

the system manufacturer’s Product Approval.

R4402.12.6.5.2.2.2 Systems which are tested

for characteristics, in compliance with TAS

108 as specified above, shall have the results of

the TAS 101 testing treated as attachment resis-

tance moment (Mf), which is representative of

the tile bond’s resistance to overturning mo-

ment, and the tile’s restoring moment due to

gravity (Mg). Such systems shall use the sys-

tem’s aerodynamic multiplier (l) in conjunction

with the system’s attachment resistance mo-

ment (Mf) and restoring moment due to gravity

(Mg), as determined from the TAS 101 static

uplift testing. These results shall be used in con-

junction with the attachment calculations out-

lined in TAS 115 as a moment-based system.

Such calculations shall be submitted to the

building official for review.

R4402.12.6.5.2.2.3 Systems that are not tested

in compliance with TAS 108 as specified above

shall have their Product Approval based on the

system’s uplift minimum characteristic resis-

tance force (F’), as determined from TAS 101

static uplift testing. These results shall be used

in conjunction with the attachment calculations

outlined in TAS 115 as an uplift-based system.

Such calculations shall be submitted to the

building official for review.

R4402.12.6.5.2.2.4 Testing in accordance with

TAS 106 shall be considered a product applica-

tion quality control test to determine the general

adhesion properties of the system.

R4402.12.6.5.2.3 Mechanically fastened, rigidroofing systems. All mechanically attached set

tile systems shall be tested for static uplift resis-

tance in compliance with TAS 102 or TAS 102(A),

the results of which shall be listed in the system

manufacturer’s Product Approval.

R4402.12.6.5.2.3.1 Additionally, roof tile sys-

tem manufacturers may test for wind character-

istics in compliance with TAS 108, provided

the system is determined to be air permeable by

testing in compliance with TAS 116; and the

tiles meet the size criteria set forth in TAS 108.

The result from this testing shall be an aerody-

namic multiplier (l) which represents the sys-

tem’s wind characteristics and shall be listed in

the system manufacturer’s Product Approval.


for wind characteristics in compliance with

TAS 108 as specified above shall have the re-

sults of the TAS 102 or TAS 102(A) testing

treated as an attachment resistance moment

(Mf) which is representative of the rigid compo-

nent’s attachment resistance to an overturning

moment, and the tile’s restoring moment due to


tem’s aerodynamic multiplier (l), in conjunc-

tion with the system’s attachment resistance

moment (Mf) and restoring moment due to

gravity (Mg), as determined from the TAS 102

or TAS 102(A) static uplift testing. These re-

sults shall be used in conjunction with the at-

tachment calculations outlined in TAS 115 as a

moment-based system. Such calculations shall

be submitted to the building official for review.








tachment calculations outlined in TAS 115 as

an uplift-based system. Such calculations shall




R4402.12.6.5.2.3.4 TAS 106 quality control

field static uplift testing shall be considered a

product application quality control test to deter-

mine the general uplift resistance properties of

the system.

R4402.12.6.5.2.4 Metal shingles/panels. All

metal roofing shall be tested in compliance with

TAS 100. All metal roofing shall resist a minimum

wind uplift resistance as determined by Section

R4403 for a roof slope of 9.5 degrees (0.0166 rad)

and a roof mean height of 15 feet (4.6 m). All metal

roofing systems testing requirements shall be as

follows:

R4402.12.6.5.2.4.1 All metal roofing shall be

test in compliance with requirements set forth

in TAS 110 and TAS 125, and shall be tested for

wind driven rain infiltration resistance in com-

pliance with TAS 100.

R4402.12.6.5.2.4.2 Rigid metal shingle sys-

tems may be tested in an identical manner to

nail-on or batten tile systems as set forth in this

code.

R4402.12.6.5.2.5 Wood shingles or shakes. All

wood shingles and shakes shall be tested, as a sys-

tem, for wind driven rain infiltration resistance in

compliance with TAS 100. The same specimens as

tested in TAS 100 shall be tested for pull through

tear resistance, and such values shall be listed in

the manufacturer’s Product Approval.

R4402.12.6.5.2.6 Fiber cement shingle or tilepanels. All fiber cement shingles or tiles shall re-

sist a minimum wind uplift resistance as deter-

mined by Section R4403 for a roof slope of 9.5

degrees (0.0166 rad) and a roof mean height of 15

ft (4.6 m). All fiber cement shingle or tiles shall be

tested in compliance with the following require-

ments. Wind driven water resistance in compli-

ance with TAS 100, Physical properties in

compliance with TAS 110, TAS 135 and uplift re-

sistance.

R4402.12.6.5.2.6.1 Additionally, fiber cement

tile system manufacturers may test for wind

characteristics in compliance with TAS 108,

provided the system is determined to be air per-

meable by testing in compliance with TAS 116

and the tiles meet the size criteria set forth in

TAS 108. The result from this testing shall be

an aerodynamic multiplier (l) which represents

the system’s wind characteristics and shall be

listed in the system manufacturer’s Product Ap-

proval.


for wind characteristics in compliance with

TAS 108 as specified above shall have the re-

sults of the TAS 102 or TAS 102(A) testing

treated as an attachment resistance moment

(Mf) which is representative of the rigid compo-

nent’s attachment resistance to an overturning

moment, and the tile’s restoring moment due to


tem’s aerodynamic multiplier (l), in conjunc-

tion with the system’s attachment resistance

moment (Mf) and restoring moment due to

gravity (Mg), as determined from the TAS 102



tachment calculations outlined in TAS 115 as a

moment-based system. Such calculations shall









tachment calculations outlined in TAS 115 as

an uplift-based system. Such calculations shall


R4402.12.6.5.2.6.4 TAS 106 quality control

field static uplift testing shall be considered a

product application quality control test to deter-

mine the general uplift resistance properties of

the system.

R4402.12.6.5.2.7 Quarry roof slate. All quarry

roof slate shall be tested in compliance with TAS

100 and TAS 110.

R4402.12.6.5.2.8 Roof board insulation. All

roof board insulation shall be tested for physical

properties as set forth in Section 7 of TAS 110.

R4402.12.6.5.2.9 Insulation fasteners, membrane

fasteners and stress plates. All Insulation fasten-

ers, membrane fasteners and stress plates shall be

tested in compliance with RAS 117 Appendixes A,

B and C, and TAS 110 and TAS 114, Appendix E,

Section 3, (DIN 50018), for corrosion resistance.

R4402.12.6.5.2.10 Roofing nails and tin-caps.All roofing nails and tin-caps shall be tested for

corrosion resistance in compliance with TAS 114,

Appendix E, Section 2 (ASTM G 85).

R4402.12.6.5.2.11 Roof tile nails or fasteners.All roof tile nails or fasteners, except those made

of copper, monel, aluminum or stainless steel,

shall be tested for corrosion in compliance with

TAS 114, Appendix E, Section 2 (ASTM G 85),

for salt spray for 1,000 hours.

R4402.12.6.5.2.11.1 Tile fasteners used in

coastal building zones, as defined in Section

R4403 shall be copper, monel, aluminum or

stainless steel.

R4402.12.6.5.2.12 Roofing adhesives, mastics

and coatings. All roofing adhesives, mastics and

coatings shall be tested in compliance with TAS

110 and TAS 121.



R4402.12.6.5.2.12.1 All roofing adhesives,

mastics and coatings shall have a quality con-

trol testing program by an approved independ-

ent listing agency having unannounced

follow-up visits.

R4402.12.6.5.2.12.2 Acrylic roof coatings

shall be tested for physical properties in com-

pliance with ASTM D 6083-97a.

R4402.12.6.5.2.13 Ridge vents of metal, plastic or

composition material. All ridge vents shall be

tested in compliance with TAS 110(A) for for

wind driven water infiltration. All ridge ventilators

shall be restricted to roof mean height as tested in

compliance with TAS 100(A), and shall be listed

in the system manufacturer’s Product Approval.

R4402.12.6.5.2.13.1 All plastic ridge ventila-

tors shall be tested for physical properties as set

forth in TAS 110 and R4412.

R4402.12.6.5.2.13.2 All plastic ridge ventila-

tor manufacturers shall have an unannounced

follow-up quality control program from an ap-

proved listing agency. Follow-up test results

shall be made available upon request.

R4402.12.6.5.2.14 Edge metal, flashings, and

coping. All edge metal, flashing and copings, not

specifically described in RAS 111, shall be tested

in complianced with TAS 110, TAS 111(A), TAS

111(B) or TAS 111(C), respectively.

R4402.12.6.5.2.15 Roof tile premixed bagged

mortar. All premixed roof tile mortar shall comply

with the requirements set forth in TAS 110 and

TAS 123, and shall have a quality control testing

program by an approved independent listing

agency having unannounced follow-up visits. Fol-

low-up test results shall be made available upon re-

quest.

R4402.12.6.5.2.16 Roof tile adhesive used in re-

pair or supplemental tile attachment. All roof tile

adhesive used in repair or supplemental tile attach-

ment shall comply with the requirements set forth

in TAS 110 and TAS 123(A).

R4402.12.6.5.2.17 Roof tile adhesive used in ad-

hesive set tiles systems. All roof tile adhesive used

in adhesive set tile systems shall comply with the

requirements set forth in TAS 110 and TAS 123.

Physical properties shall be as follows:

R4402.12.6.5.2.17.1 Tested for compressive

strength in compliance with ASTM D 1621

with a minimum strength of 18 psi (121 kPa)

parallel to rise, and 12 psi (82.7 kPa) perpendic-

ular to rise.

R4402.12.6.5.2.17.2 Tested for density in

compliance with ASTM D 1622 with a mini-

mum density of 1.6 pcf (25.6 kg/m3).

R4402.12.6.5.2.17.3 Tested for tensile strength

in compliance with ASTM D 1623 with a mini-

mum requirement of 28 psi (193 kPa) parallel to

rise.

R4402.12.6.5.2.17.4 Tested for dimensional

stability taken from a free rise sample speci-

men. Tested in compliance with ASTM D 2126

with a maximum volume change of +0.07 per-

cent volume change at -40ºF (-40ºC) for two

weeks; and +6.0 percent volume change at

158ºF (70ºC) and 100 percent RH for two

weeks.

R4402.12.6.5.2.17.5 Tested in compliance

with ASTM D 2856 from a free rise sample

specimen with a minimum requirement for 85

percent.

R4402.12.6.5.2.17.6 Tested for water absorp-

tion in compliance with ASTM D 2842 with a

maximum requirement of 10 percent.

R4402.12.6.5.2.17.7 Tested in compliance

with ASTM E 96 for moisture vapor transmis-

sion for a maximum of 3.1 perms.


REQUIRED OWNERS NOTIFICATION FOR ROOFINGCONSIDERATIONS

R4402.13.1 Scope. As it pertains to this section, it is the re-

sponsibility of the roofing contractor to provide the owner

with the required roofing permit, and to explain to the owner

the content of this section. The provisions of Section R4402

govern the minimum requirements and standards of the in-

dustry for roofing system installations. Additionally, the

following items should be addressed as part of the agree-

ment between the owner and the contractor. The owner’s

initial in the designated space indicates that the item has

been explained.

1. Aesthetics–workmanship: The workmanship provi-

sions of Section R4402 are for the purpose of provid-

ing that the roofing system meets the wind resistance

and water intrusion performance standards. Aesthet-

ics (appearance) are not a consideration with respect

to workmanship provisions. Aesthetic issues such as

color or architectural appearance, that are not part of a

zoning code, should be addressed as part of the agree-

ment between the owner and the contractor.

2. Renailing wood decks: When replacing roofing, the

existing wood roof deck may have to be renailed in

accordance with the current provisions of Section

R4403. (The roof deck is usually concealed prior to

removing the existing roof system).

3. Common roofs: Common roofs are those which have

no visible delineation between neighboring units (i.e.,

townhouses, condominiums, etc.). In buildings with

common roofs, the roofing contractor and/or owner

should notify the occupants of adjacent units of roof-

ing work to be performed.



4. Exposed ceilings: Exposed, open beam ceilings are

where the underside of the roof decking can be

viewed from below. The owner may wish to maintain

the architectural appearance; therefore, roofing nail

penetrations of the underside of the decking may not

be acceptable. The provides the option of maintaining

this appearance.

5. Ponding water: The current roof system and/or deck

of the building may not drain well and may cause wa-

ter to pond (accumulate) in low-lying areas of the

roof. Ponding can be an indication of structural dis-

tress and may require the review of a professional

structural engineer. Ponding may shorten the life ex-

pectancy and performance of the new roofing system.

Ponding conditions may not be evident until the origi-

nal roofing system is removed. Ponding conditions

should be corrected.

6. Overflow scuppers (wall outlets): It is required that

rainwater flow off so that the roof is not overloaded

from a buildup of water. Perimeter/edge walls or

other roof extensions may block this discharge if

overflow scuppers (wall outlets) are not provided. It

may be necessary to install overflow scuppers in ac-

cordance with the requirements of Sections R4402,

R4403 and R4413.

7. Ventilation: Most roof structures should have some

ability to vent natural airflow through the interior of

the structural assembly (the building itself). The ex-

isting amount of attic ventilation shall not be reduced.

It may be beneficial to consider additional venting

which can result in extending the service life of the

roof.

________________________________________

Owner’s/Agent’s Signature Date Contractor’s Signature




SECTION R4402.14HIGH-VELOCITY HURRICANE ZONES — UNIFORM PERMIT APPLICATION


Design Calculations per Section R4403, or If Applicable, RAS 127 or

RAS 128



Product Approval Number: ____________________________________

Product Approval Specific System: ________________



Mg

Mg

Mg

Product Approval Mf __________




Product Approval F’

__________


__________


__________

Product Approval

Product Approval

Product Approval

Product Approval

Product Approval

Product Approval

SECTION R4403HIGH-VELOCITY HURRICANE ZONES—GENERAL

R4403.1 General design requirements.

R4403.1.1 Any system, method of design or method of con-

struction shall admit of a rational analysis in accordance

with well-established principles of mechanics and sound

engineering practices.

R4403.1.2 Buildings, structures and all parts thereof shall

be designed and constructed to be of sufficient strength to

support the estimated or actual imposed dead, live, wind,

and any other loads, both during construction and after com-

pletion of the structure, without exceeding the allowable

materials stresses specified by this code.

R4403.1.3 No building structure or part thereof shall be de-

signed for live loads less than those specified in this section

or ASCE 7 with commentary, except as otherwise noted in

this code.

R4403.1.4 The live loads set forth herein shall be assumed

to include the ordinary impact but where loading involves

unusual impact, provision shall be made by increasing the

assumed live load.

R4403.1.5 In the design of floors, not less than the actual

live load to be imposed shall be used. Special provisions

shall be made for machine or apparatus loads where applica-

ble.

R4403.1.6 Floor and roof systems shall be designed and

constructed to transfer horizontal forces to such parts of the

structural frame as are designed to carry these forces to the

foundation. Where roofs or floors are constructed of indi-

vidual prefabricated units and the transfer of forces to the

building frame and foundation is totally or partially depend-

ent on such units, the units and their attachments shall be ca-

pable of resisting applied loads in both vertical and both

horizontal directions. Where roofs or floors are constructed

of individual prefabricated units and the transfer of forces to

the building frame and foundation is wholly independent of

such units, the units and their attachments shall be capable

of resisting applied loads normal to the surface, in and out.

R4403.2 General design for specific occupancies and struc-tures.

R44003.2.1 Fences. Fences not exceeding 6 inches (52

mm) in height from grade may be designed for 75 mph (33

m/s) fastest mile wind speed or 90 mph (40 m/s) 3-second

gust.

R4403.2.1.1 Wood fences. Wood fence design shall be

as specified by Section R4409.15.

SECTION R4403.2HIGH-VELOCITY HURRICANE ZONES—

DEFLECTION

R4403.2.1 Allowable deflections. The deflection of any struc-

tural member or component when subjected to live, wind and

other superimposed loads set forth herein shall not exceed the

following:

1. Roof and ceiling or components supporting

plaster . . . . . . . . . . . . . . . . . . . . . .L/360

2. Roof members or components not supporting plaster

under . . . . . . . . . . . . . . . . . . . . . . L/240

3. Floor members or components . . . . . . . . . L/360

4. Vertical members and wall members or components

consisting of or supporting material that hardens in

place, is brittle or lacks resistance to cracking caused by

bending strains . . . . . . . . . . . . . . . . . L/360

5. Vertical members and wall members or

components not required to meet the conditions

of Section R4403.2.1, Item 4. . . . . . . . . . L/180

6. Roof and vertical members, wall members and panels of

carports, canopies, marquees, patio covers, utility sheds

and similar minor structures not to be considered living

areas, where the roof projection is greater than 12 feet

(3658 mm) in the direction of the span, for free-standing

roofs and roofs supported by existing structures. Exist-

ing structures supporting such roofs shall be capable of

supporting the additional loading . . . . . . . . L/180

7. For Group R3 occupancies only, roof and vertical

members, wall members and panels of carports, cano-

pies, marquees, patio covers, utility sheds and similar

minor structures not to be considered living areas,

where the roof projection is 12 feet (3638 mm) or less

in the direction of the span and for free standing roofs

and roofs supported by existing structures . . . . L/80

8. Members supporting screens only . . . . . . . . L/80

9. Storm shutters and fold-down awnings, which in the

closed position shall provide a minimum clear separa-

tion from the glass of 1 inch (25 mm) but not to exceed

2 inches (51 mm) when the shutter or awning is at its

maximum point of permissible deflection . . . . L/30

10. Roofs and exterior walls of utility sheds having maxi-

mum dimensions of 10 feet length, 10 feet width, and

7feet height . . . . . . . . . . . . . . . . . . . L/80

11. Roofs and exterior walls of storage buildings larger

than utility sheds . . . . . . . . . . . . . . . . L/180


VOLUME CHANGES

R4403.3.1 Volume change. In the design of any building,

structure or portion thereof, consideration shall be given to the

relief of stresses caused by expansion, contraction and other

volume changes.


MINIMUM LOADS

R4403.4.1 Live loads. Minimum uniformly distributed live

loads shall not be less than as set forth in and Table 4-1 of ASCE

7 with Commentary, except as otherwise noted in this code.



R4403.4.2 Concentrated loads. Minimum concentrated loads

shall not be less than as set forth in Table 4-1 of ASCE 7 with

commentary, except as otherwise noted.

R4403.4.3 Concentrated loads on trusses. Any single

panel point of the lower chord of roof trusses or any point of

other primary structural members supporting roofs shall be

capable of safely carrying a suspended, concentrated load

of not less than 200 pounds (896 N) in addition to dead load.

MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADSSee Tables 4-1 of ASCE 7


ROOF LIVE LOADSR4403.5.1 Minimum roof live loads. Roofs shall be designed

for a live load of not less than 30 pounds per square foot (1436

Pa), except as set forth herein.

Exceptions.

1. Glass areas of greenhouse roofs shall be designed for

a live load of not less than 15 pounds per square foot

(718 Pa).

2. Ordinary pitched and curved roofs, with a slope of

1-1/2:12, or greater, where water is not directed to the

interior of the roof, without parapet or other edge of

roof drainage obstructions, may be designed for an al-

lowable live load of not less than 20 pounds per

square foot (958 Pa).

3. Utility sheds shall be designed for a live load of not

less than 15 pounds per square foot (718 Pa).

R4403.5.2 Special purpose roofs. Roofs used for assembly,

roof gardens, promenade or walkway purposes shall be de-

signed for a minimum live load of 100 pounds per square foot

(4788 Pa). Other special purpose roofs shall be designed for

appropriate loads as directed or approved by the building offi-

cial.

R4403.5.3 Roof decking. Roof decking shall be designed to

support the live load set forth in Section R4403.5.1 or a load of

100 pounds per foot (445 N) applied as a 1foot wide strip per-

pendicular to, and at the center of, the span of the decking be-

tween supports, whichever is more critical.


ROOF DRAINAGER4403.6.1 Roof drainage. Where parapets or curbs are con-

structed above the level of the roof, provision shall be made to

prevent rain water from accumulating on the roof in excess of

that considered in the design, in the event the rain water drains,

conductors or leaders become clogged.

R4403.6.2 Where roofs are not designed in accordance with

Section R4403.6.1, overflow drains or scuppers shall be placed

to prevent an accumulation of more than 5 inches (927 mm) of

water on any portion of the roof. In determining the load that

could result should the primary drainage system be blocked,

the loads caused by the depth of water (i.e., head) needed to

cause the water to flow out the scuppers or secondary drainage

system shall be included.

R4403.6.3 Drains or scuppers installed to provide overflow

drainage shall be not less in aggregate area than as shown in

Figure R4403.6.3, but not less than 4 inches (102 mm) di-

mension in any direction and shall be placed in parapets not

less than 2 inches (51 mm) nor more than 4 inches (102 mm)

above the low point of the finished roofing surface and shall

be located as close as practical to required vertical leaders,

conductors or downspouts. The roof area to be taken in the

sizing of the scuppers is the horizontal projection, except

that, where a building wall extends above the roof in such a

manner as to drain into the area considered, the one-half of

the area of the vertical wall shall be added to the horizontal

projection.

R4403.6.4 All roofs shall be designed with sufficient slope or

camber to assure adequate drainage after the long term deflec-

tion from dead load, or shall be designed to support maximum

loads including possible ponding of water caused by deflec-

tion.

R4403.6.5 Ponding loads. Roofs shall be designed to preclude

instability from ponding loads.

R4403.6.6 Each portion of a roof shall be designed to sustain

the loads of all rainwater that could accumulate on it if the pri-

mary drainage system for that portion is obstructed. Ponding

instability shall be considered in this situation. If the overflow

drainage provisions contain drain lines, such lines shall be in-

dependent of any primary drain lines.


SPECIAL LOAD CONSIDERATIONSR4403.7.1 Floors. In the design of floors, consideration shall

be given to the effect of known or probable concentration of



26

22

28

AR

EA

OF

RO

OF

(TH

OU

SA

ND

SQ

UA

RE

FE

ET

)

REQUIRED AREA OF OVERFLOW SCUPPER (SQUARE INCHES)

24

20

18

16

14

12

20 40 60 80 100 120 140 160 180 200 220 240 260

10

8

6

4

2

FIGURE R4403.6.3REQUIRED AREA OF OVERFLOW SCUPPERS

loads, partial concentrations of loads, partial load, vibratory,

transitory, impact and machine loads. Design shall be based on

the load or combination of loads that produces the higher

stresses.

R4403.7.2 Below grade structures.

R4403.7.2.1 In the design of basements, tanks, swim-

ming pools and similar below grade structures, provi-

sions shall be made for the forces resulting from

hydrostatic pressure and lateral pressure of adjacent soil.

R4403.7.2.2 For the lateral loads of soil on below grade

structures, unless substantiated by more specific infor-

mation, the angle of repose of fragmental rock and natu-

ral confined sand shall be 30 degrees and the angle of

repose of filled soil and muck shall be 15 degrees to a

horizontal line.

R4403.7.2.3 For the hydrostatic pressure on any floor

below a ground water level, calculations shall be based

on full hydrostatic pressure, and such floors shall be de-

signed for live load without hydrostatic uplift, and hy-

drostatic uplift without live load.

R4403.7.2.4 Private swimming pools may be designed

with an approved hydrostatic relief valve or other device

capable of preventing the pool water from being pumped

to a level lower than the surrounding ground water but

such device shall not be credited for more than 2 feet

(610 mm) of the difference of head between the pool bot-

tom and the flood criteria.

R4403.7.3 Safeguards. Safeguards shall be required in and

around buildings and structures such as covers, railings,

stair-railings, handrails or other safeguards as defined in the

regulations of the Occupational Safety and Health Adminis-

tration (OSHA) 29 CFR Part 1910 as applied to permanent

structures and as specified herein.

R4403.7.3.1 Open or glazed wall openings; open or

glazed sides of balconies, landings and other walking

surfaces; unenclosed floor and roof openings; roofs used

for other than services for the building or structure and

any other abrupt differences in level exceeding 30 inches

(762 mm), including yard areas, shall be provided with

safeguards not less than 42 inches (1067 mm) in height.

R4403.7.3.2 Safeguards may be omitted at loading

docks, truck wells and similar locations where it is appar-

ent that the edge of the higher level is for loading, and on

docks, seawalls and decorative fountains where the

lower level is the water surface.

R4403.7.3.3 Safeguards in and around buildings of other

than Group R occupancies shall be provided with addi-

tional rails, vertical pickets or ornamental filler below

the top rail that will reject a 6-inch (152 mm) diameter

object.

R4403.7.3.4 Safeguards in and around buildings of

Group R occupancies shall provide protection for chil-

dren by providing additional rails, vertical pickets or an

ornamental filler below the top rail which will reject a

4-inch (102 mm) diameter object; permitting, however,

such ornamental fillers to have individual openings not

exceeding 64 square inches (413 cm2) in area.

R4403.7.3.5 Where a balustrade is used to comply with

the requirements of this paragraph, the maximum clear-

ance between the bottom rail of the balustrade and the

adjacent surface shall not exceed 2 inches (51 mm). For

safeguards on stairs, the 2-inch (51 mm) clearance shall

be measured from the bottom rail of the balustrade to a

line passing through the tread nosings.

R4403.7.3.6 Railing.

R4403.7.3.6.1 Railings, stair-railings and other simi-

lar safeguards shall be designed to resist a load of 50

pounds per lineal foot (74 kg/m) or a concentrated

load of 200 pounds (690 N) applied in any direction at

the top of such barriers at any location on the safe-

guard, whichever condition produces the maximum

stresses. The reactions and stresses caused by the

above referenced uniform and concentrated loads

shall be considered not be acting simultaneously.

R4403.7.3.6.2 Intermediate rails, balusters and panel

fillers shall be designed for a uniform horizontal load

of not less than 25 pounds per square foot (1197 Pa)

over the gross area of the guard, including the area of

any openings in the guard, of which they are a part

without restriction by deflection. Reactions resulting

from this loading need not be added to the loading

specified in R4403.3.6.1 in designing the main sup-

porting members of guards.

R4403.7.3.6.3 Safety glazing will be permitted as an

equal alternate to pickets, if tested by an accredited

laboratory to satisfy the resistance requirements of

this code for wind, live and kinetic energy impact

loading conditions. The kinetic energy impact load-

ing shall comply with ANSI Z97.1-1984 using a 400

foot-pound (542 N-m) energy impact. The safety re-

quirements of the impact test shall be judged to have

been satisfactorily met if breakage does not occur or

numerous cracks and fissures occur but no shear or

opening through which a 3-inches (76 mm) diameter

sphere may freely pass. The glass panel shall remain

within the supporting frame.

R4403.7.3.6.4 If the posts that support the top rail of

exterior railings are substituted with glass, the assem-

bly shall be tested to TAS 201, where the impacted

glass continues to support the top rail and all applica-

ble loads after impact.

R4403.7.3.7 Areas in all occupancies from which the

public is excluded requiring such protection may be pro-

vided with vertical barriers having a single rail midway

between a top rail and the walking surface.

R4403.7.3.8 The last sentence of the first paragraph in

Section 4.4.2 of ASCE 7 is hereby deleted.

R4403.7.4 Reserved.

R4403.7.5 Special requirements for cable safeguardbarriers.



R4403.7.5.1 Horizontal deflection under design load

shall not exceed 18 inches (457 mm).

R4403.7.5.2 The design load shall be assumed to be re-

sisted by not more than two cables.

R4403.7.5.3 The cable system including anchors shall

be protected against corrosion.

R4403.7.5.4 Cable tension under design load shall not

exceed 90 percent of the yield strength of the cable.

R4403.7.5.5 The uppermost cable shall be at least 42

inches (1067 mm) above the adjacent surface. Cables

shall not be spaced more than 6 inches (152 mm) apart.

R4403.7.5.6 An installation plan prepared by the struc-

tural engineer of record shall be submitted to the building

official for his or her approval.

R4403.7.5.7 Installation shall be witnessed by the struc-

tural engineer of record who shall certify the following:

1. That the installation has been in accordance with

the approved installation plan.

2. That the initial tension designated by the structural

engineer of record has been provided in all cables.

3. That all anchors have been seated at a total load, in-

cluding initial tension, equal to 85 percent of the

yield strength of the cable, unless a positive lock-

ing device is provided that does not require a ten-

sion jack for the tensioning of the barrier strand.

R4403.7.5.8 Drawings shall indicate the initial tension,

the expected increase in tension under vehicular impact

and the required maximum capacity of the strand barrier

system.

R4403.7.6 Ornamental projections. Ornamental cantile-

vered projections on the exterior of buildings shall be de-

signed for not less than 60 pounds per square foot live load

(2873 Pa) or 200 pounds per lineal foot (2919 N/m) applied

at the outer edge, whichever is more critical.

R4403.7.7 Interior wall and partitions. Permanent,

full-height interior walls and partitions shall be designed to

resist a lateral live load not less than 5 pounds per square

foot (239 Pa) and if sheathed with lath and plaster, deflec-

tion at this load shall not exceed L/360.

R4403.7.8 Load combination. The safety of structures

shall be checked using the provisions of 2.3 and 2.4 of

ASCE 7 with commentary.

Exception: Increases in allowable stress shall be permit-

ted in accordance with ACI 530/ASCE 5/TMS 402 pro-

vided the load reduction factor of 0.75 of combinations 4

and 6 of ASCE 7 Section 2.4.1 shall not be applied.

SECTION R4403.8HIGH-VELOCITY HURRICANE ZONES — LIVE

LOAD REDUCTIONSR4403.8.1 Application. No reduction in assumed live loads

set forth in this section shall be allowed in the design of col-

umns, walls, beams, girders and foundations, except as permit-

ted by the provisions of Section 4.8 ASCE 7 with commentary.

Exceptions:

1. No reduction of the assumed live loads shall be al-

lowed in the design of any slabs, joists or other sec-

ondary members, except as set forth herein.

2. No reduction in roof live loads shall be permitted ex-

cept as set forth by Section R4403.5.1.

R4403.8.2 Allowable live load reductions.

R4403.8.2.1 Permissible reduction in live loads shall be

as provided in Section 4.8.1 of ASCE 7 with commen-

tary.

R4403.8.2.2 Limitations on live load reduction shall be

as noted in Section 4.8.2 of ASCE 7 with commentary.

R4403.8.2.3 No reduction in live loads shall be permit-

ted for buildings or structures of Group A assembly oc-

cupancy.


WIND LOADSR4403.9.1 Buildings and structures, and every portion thereof,

shall be designed and constructed to meet the requirements of

Section 6 of ASCE 7, as more specifically defined in this sec-

tion, based on a 50-year mean recurrence interval.

R4403.9.2 Wind velocity (3-second gust) used in structural

calculations shall be 140 miles per hour (63 m/s) in Broward

County and 146 miles per hour (65 m/s) in Miami-Dade

County.

R4403.9.3 All buildings and structures shall be considered to

be in Exposure Category C as defined in Section 6.5.6.3 of

ASCE 7.

R4403.9.4 For wind force calculations, roof live loads shall not

be considered to act simultaneously with the wind load.

R4403.9.5 Utility sheds shall be designed for a wind load of not

less than 15 pounds per square foot (718 Pa).

SECTION R4403.10HIGH VELOCITY HURRICANE ZONES —OVERTURNING MOMENT AND UPLIFT

R4403.10.1 Computations for overturning moment and uplift

shall be based on ASCE 7.

R4403.10.2 Overturning and uplift stability of any building,

structure or part thereof taken as a whole shall be provided, and

be satisfied by conforming to the load combination require-

ments of ASCE 7.

SECTION R4403.11RESERVED

SECTION R4403.12HIGH-VELOCITY HURRICANE ZONES — SCREEN

ENCLOSURESR4403.12.1 Screen enclosures.



R4403.12.1.1 The wind loads on screen surfaces shall be

per ASCE 7 Table 6-12 based on the ratio of solid to gross

area.

R4403.12.1.2 Design shall be based on such loads applied

horizontally inward and outward to the walls with a shape

factor of 1.3 and applied vertically upward and downward

on the roof with a shape factor of 0.7.



FOUNDATION DESIGNR4403.14.1 Design procedure. The minimum area of a foot-

ing or number of piles under a foundation shall be determined

in the following manner:

R4403.14.1.1 The total load of the column that has the larg-

est percentage of the live load to the total load shall be di-

vided by the allowable soil pressure or pile capacity.

R4403.14.1.2 The balance soil pressure or pile capacity

shall be determined by dividing the total dead load by the

area of the footing or the number of piles.

R4403.14.1.3 The minimum number of other footings or

number of piles shall be designed on the basis of their re-

spective dead loads only.

R4403.14.1.4 In no case shall the total load of the combined

dead, live, wind and any other loads exceed the allowable

bearing pressure of the soil for capacity of any pile upon

which the foundation is supported.

R4403.14.1.5 The live load used in the above calculations

may be the total reduced live load in the member immedi-

ately above the foundation.

R4403.14.1.6 The building official may require submittal

of design computations employed in foundation design.

R4403.14.2 Wind effects. Where the pressure on the founda-

tion from wind is less than 25 percent of that resulting from

dead or other live loads, wind pressure may be neglected in the

footing design.

R4403.14.2.1 Where this percentage exceeds 25 percent,

foundations shall be so designed that the pressure resulting

from combined dead, live and wind loads shall not exceed

the allowable soil bearing values or allowable loads per pile

by more than 25 percent.


LOAD TESTSR4403.15.1 Application. Whenever there is insufficient evi-

dence of compliance with the provisions of this code or evi-

dence that any material or any construction does not conform to

the requirements of this code, or in order to substantiate claims

for alternate materials or methods of construction, the building

official may require testing by an approved agency, at the ex-

pense of the owner or his agent, as proof of his compliance.

Testing methods shall be as specified by this code for the spe-

cific material.

R4403.15.2 Testing method. Such testing shall follow a na-

tionally recognized standard test, or when there is no standard

test procedure for the material or assembly in question, the

building official shall require that the material or assembly un-

der dead plus live load shall deflect not more than as set forth in

Section R4403.2, and that the material or assembly shall sus-

tain dead load plus twice the live load for a period of 24 hours,

with a recovery of at least 80 percent or a 100 percent recovery

after one-half test load.

R4403.15.3 Alternate test methods. When elements, assem-

blies or details of structural members are such that their

load-carrying capacity, deformation under load, or deflection

cannot be calculated by rational analysis, their structural per-

formance shall be established by test in accordance with test

procedures as approved by the building official based on con-

sideration of all probable conditions of loading.

R4403.15.4 Fatigue load testing. Where cladding assemblies

(including cladding and connections) or roofing framing as-

semblies (including portions of roof structure and connections)

are such that their load-carrying capacity or deformation under

load cannot be calculated by rational analysis, the assemblies

may be tested to resist the fatigue loading sequence given by

Table R4403.15.4

TABLE R4403.15.4FATIGUE LOADING SEQUENCE

RANGE OF TEST NUMBER OF CYCLES1

0 to 0.5p2 600

0 to 0.6p 70

0 to 1.3p 1

1. Each cycle shall have minimum duration of 1 second and a maximum dura-

tion of 3 seconds and must be performed in a continuous manner.

2. The design wind load for the height and location, when the assembly will

be used. For wall and roof components, shape factors given in ASCE 7

shall be used.

Assemblies shall be tested with no resultant failure or dis-

tress and shall have a recovery of at least 90 percent over maxi-

mum deflection.

Any cladding assembly not incorporated into the Florida

Building Code, Building after successfully completing the im-

pact test outlined in Section R4403.16, shall be subject to fa-

tigue loading testing and shall obtain Product Approval by the

building official.

SECTION R4403.16HIGH-VELOCITY HURRICANE ZONES— IMPACT

TESTS FOR WIND-BORNE DEBRISR4403.16.1 All parts or systems of a building or structure en-

velope such as, but not limited, to exterior walls, roof, outside

doors, skylights, glazing and glass block shall meet impact test

criteria or be protected with an external protection device that

meets the impact test criteria. Test procedures to determine re-

sistance to wind-borne debris of wall cladding, outside doors,

skylights, glazing, glass block, shutters and any other external



protection devices shall be performed in accordance with this

section.

Exception: The following structures or portion of struc-

tures shall not be required to meet the provisions of this sec-

tion:

a. Roof assemblies for screen rooms, porches, canopies,

etc., attached to a building that do not breach the exte-

rior wall or building envelope and have no enclosed

sides other than screen.

b. Soffits, soffit vents and ridge vents. Size and location

of such vents shall be detailed by the designer and

shall not compromise the integrity of the diaphragm

boundary.

c. Vents in a garage with four or fewer cars. Size and lo-

cation of such vents shall be detailed by the designer

and shall not exceed the minimum required area by

more than 25 percent.

d. Exterior wall or roof openings for wall or roof

mounted HVAC equipment.

e. Openings for roof-mounted personnel access roof

hatches.

f. Storage sheds that are not designed for human habita-

tion and that have a floor area of 720 square feet (67

m2) or less are not required to comply with the manda-

tory windborne debris impact standards of this code.

g. Louvers as long as they properly considered ASCE 7

in the design of the building.

h. Buildings and structures for marinas, cabanas, swim-

ming pools, solariums and greenhouses.

R4403.16.2 Large missile impact tests.

R4403.16.2.1 This test shall be conducted on three test

specimens. This test shall be applicable to the construction

units, assemblies and materials to be used up to and includ-

ing 30 feet (9.1 m) in height in any and all structures.

R4403.16.2.2 The test specimens shall consist of the entire

assembled unit, including frame and anchorage as supplied

by the manufacturer for installation in the building, or as set

forth in a referenced specification, if applicable. Fasteners

used in mounting the test specimen shall be identical in size

and spacing to what is used in field installations.

R4403.16.2.3 The large missile shall be comprised of a

piece of timber having nominal dimensions of 2 inches by 4

inches (51 mm by 102 mm) weighing 9 pounds (4.1 kg).

R4403.16.2.4 The large missile shall impact the surface of

each test specimen at a speed of 50 feet per second (15.2

m/s).

R4403.16.2.5 Each test specimen shall receive two impacts

except as noted in Sections R4403.16.2.5.1 and

R4403.16.2.5.2, the first within a 5-inch (127 mm) radius

circle having its center on the midpoint of the test specimen

and the second within a 5-inch (127 mm) radius circle in a

corner having its center in a location 6 inches (152 mm)

away from any supporting members.

R4403.16.2.5.1 For window, glass block, fixed glass

and skylight assemblies, both impacts shall be to glass or

other glazing infill. For test specimens with more than

one light of glass, a single light closest to the center of the

assembly shall be selected and impacted twice in accor-

dance with Section R4403.16.2.5. If a light of glass is

sufficiently small to cause the 5-inch (127 mm) radius

circle to overlap, two separate lights shall be impacted

one time each.

R4403.16.2.5.1.1 For window, fixed glass and sky-

light assemblies comprised of different glass thick-

ness, types of glass or different types of glazing infill,

each separate thickness or type shall be impacted

twice in accordance with Section R4403.16.2.5.

R4403.16.2.5.2 For doors, wall cladding and external

protection devices, both impacts shall be to the thinnest

section through the assembly. For doors, wall cladding

and external protection devices with horizontal and/or

vertical bracing, both impacts shall be within a single

area that is not reinforced and shall be in accordance with

Section R4403.16.2.5.

R4403.16.2.5.2.1 For doors with glass, the glass shall

be impacted twice and the thinnest section through the

assembly that is not glass shall be impacted twice in

accordance with Section R4403.16.2.5.

R4403.16.2.6 In the case of glazing, if the three test speci-

mens that comprise a test successfully reject the two missile

impacts, they shall then be subjected to the cyclic pressure

loading defined in Table R4403.16.

R4403.16.2.6.1 If external protection devices are em-

ployed to protect windows, fixed doors or skylights, they

must resist the large missile impacts specified in Sections

R4403.16.2.3 and R4403.16.2.4 without deformations

which result in contact with the windows, fixed glass,

glass block and doors or skylights they are intended to

protect.

R4403.16.2.6.2 If external protection devices are not de-

signed to be air tight, following the large missile impact

test, they must resist an application of force correspond-

ing to those listed in Table R4403.15.4 (fatigue load test-

ing) without detaching from their mountings. The acting

pressure cycles shall be simulated with loads applied

through a mechanical system attached to the shutter

specimen to apply uniformly around the shutter perime-

ter a force equal to the product of the required pressure

and the area of the shutter specimen.

R4403.16.2.7 If air leakage through the test specimen is ex-

cessive, tape may be used to cover any cracks and joints

through which leakage is occurring. Tape shall not be used

when there is a probability that it may significantly restrict

differential movement between adjoining members. It is

also permissible to cover both sides of the entire specimen

and mounting panel with a single thickness of polyethylene

film no thicker than 0.050 mm (2 mils). The technique of ap-

plication is important in order that the full load is transferred

to the specimen and that the membrane does not prevent

movement or failure of the specimen. Apply the film loosely

with extra folds of material at each corner and at all offsets

and recesses. When the load is applied, there shall be no fil-

let caused by tightness of plastic film.



R4403.16.2.8 A particular system of construction shall be

deemed to comply with this recommended practice if three

test specimens reject the two missile impacts without pene-

tration and resist the cyclic pressure loading with no crack

forming longer than 5 inches (127 mm) and 1/16 inch (1.6

mm) wide through which air can pass.

R4403.16.2.9 If only one of the three test specimens in a test

fails to meet the above listed criteria, one retest of this sys-

tem of construction (another test sequence with three speci-

mens) shall be permitted.

R4403.16.3 Small missile impact test.

R4403.16.3.1 This test shall be conducted on three test

specimens. This test shall be applicable to the construction

units, assemblies, and materials to be used above 30 feet

(9.1 m) in height in any and all structures.

R4403.16.3.2 Each test specimen shall consist of the entire

assembled unit, including frame and anchorage as supplied

by the manufacturer for installation in the building, or as set

forth in a referenced specification, if applicable. The fasten-

ers used in mounting the test specimen shall be identical in

size and spacing to those to be used in field installations.

R4403.16.3.3 The missiles shall consist of solid steel balls

each having a mass of 2 grams (0.07 oz) (+/-5 percent) with

a 5/16-inch (7.9 mm) nominal diameter.

R4403.16.3.4 Each missile shall impact the surface of each

test specimen at a speed of 130 feet per second (40 m/s).

R440.16.3.5 Each test specimen shall receive 30 small mis-

sile impacts except as noted in Sections R4403.16.3.5.1 and

Section R4403.16.3.5.2 delivered in groups of 10 at a time:

the first 10 distributed uniformly over a 2-square-foot (0.19

m2) area located at the center of the test specimen, the sec-

ond 10 distributed uniformly over a 2-square-foot (0.19 m2)

area located at the center of the long dimension of the speci-

men near the edge, and the third 10 distributed uniformly

over a 2-square-foot (0.19 m2) area located at a corner of the

specimen.

R4403.16.3.5.1 For window and skylight assemblies, all

impacts shall be to glass or other glazing infill. For test

specimens with more than one light of glass, a single

light closest to the center of the assembly shall be se-

lected and impacted in accordance with Section

R4403.16.3.5. If a light of glass is sufficiently small to

cause the 5-inch (127 mm) radius circles to overlap, sep-

arate lights may be impacted; however, there must be a

total of 30 impacts within the assembly.

R4403.16.3.5.1.1 For window, fixed glass and sky-

light assemblies comprised of glass with different

thickness, types of glass or different types of glazing

infill, each separate thickness or type shall be im-

pacted in accordance with Section R4403.16.3.5.

R4403.16.3.5.2 For doors, wall cladding and external

protection devices, all impacts shall be to the thinnest

section through the assembly. For doors, wall cladding

and external protection devices with horizontal and/or

vertical bracing, all impacts shall be within a single area

that is not reinforced and shall be impacted in accordance

with Section R4403.16.3.5.

R4403.16.3.5.2.1 For doors with glass, the glass shall

be impacted in accordance with Sect ion

R4403.16.3.5 and the thinnest section through the as-

sembly that is not glass shall be impacted in accor-

dance with Section R4403.16.3.5.

R4403.16.3.6 In the case of glazing, after completion of the

small missile impacts, each test specimen shall then be sub-

jected to the cyclic pressure loading defined in Table

R4403.16.

R4403.16.3.6.1 If external protection devices are em-

ployed to protect windows, doors or skylights, they must

resist the small missile impacts specified in Sections

R4403.16.3.3 and R4403.16.3.4 without deformations

that result in contact with the windows, glass, doors or

skylights they are intended to protect.

R4403.16.3.6.2 If external protection devices are not de-

signed to be air tight, following the small missile impact

test, they must resist an application of force correspond-

ing to those listed in Table R4403.15.4 (fatigue load test-

ing) without detaching from their mountings. The acting

pressure cycles shall be simulated with loads applied

through a mechanical system attached to the shutter

specimen to apply uniformly around the shutter perime-

ter a force equal to the product of the required pressure

and the area of the shutter specimen.

R4403.16.3.7 If air leakage through the test specimen is ex-

cessive, tape may be used to cover any cracks and joints

through which leakage is occurring. Tape shall not be used

when there is a probability that it may significantly restrict

differential movement between adjoining members. It is

also permissible to cover both sides of the entire specimen

and mounting panel with a single thickness of polyethylene

film no thicker than 0.050 mm (2 mils). The technique of ap-

plication is important for the full load to be transferred to the

specimen and to ensure the membrane does not prevent

movement or failure of the specimen. Apply the film

loosely with extra folds of material at each corner and at all

offsets and recesses. When the load is applied, there shall be

no fillet caused by tightness of plastic film.

R4403.16.3.8 A particular system of construction shall be

deemed to comply with this test if three test specimens re-

ject the small missile impacts without penetration and resist

the cyclic pressure loading with no crack forming longer

than 5 inches (127 mm) and 1/16 inch (1.6 mm) in width

through which air can pass.

R4403.16.3.9 If only one of the three test specimens in a test

fails to meet the above listed criteria, one retest of the sys-

tem (another test sequence with three specimens) of con-

struction shall be permitted.

R4403.16.4 Construction assemblies deemed to complywith R4403.16.

1. Exterior concrete masonry walls of minimum nominal 8

inch (203 mm) thickness, constructed in accordance with

Section R4407 of this code.



2. Exterior frame walls or gable ends constructed in accor-

dance with Section R4408 and Section R4409 of this

code, sheathed with a minimum 19/32-inch (15 mm) CD

exposure 1 plywood and clad with wire lath and stucco

installed in accordance with Section R4411 of this code.

3. Exterior frame walls and roofs constructed in accor-

dance with Section R4408 of this code sheathed with a

minimum 24-gauge rib deck type material and clad with

an approved wall finish.

4. Exterior reinforced concrete elements constructed of

solid normal weight concrete (no voids), designed in ac-

cordance with Section R4405 of this code and having a

minimum 2 inches (51 mm) thickness.

5. Roof systems constructed in accordance with Section

R4408 or Section R4409 of this code, sheathed with a

minimum 19/32-inch (15 mm) CD exposure 1 plywood or

minimum nominal 1-inch (25 mm) wood decking and

surfaced with an approved roof system installed in ac-

cordance with Section R4402 of this code.

All connectors shall be specified by the building designer of

record for all loads except impact.

TABLE R4403.16CYCLIC WIND PRESSURE LOADING

INWARD ACTING PRESSURE OUTWARD ACTING PRESSURE

RANGE

NUMBEROF

CYCLES1 RANGE

NUMBEROF

CYCLES1

0.2 PMAX to 0.5 PMAX2 3,500 0.3 PMAX to 1.0 PMAX 50

0.0 PMAX to 0.6 PMAX 300 0.5 PMAX to 0.8 PMAX 1,050

0.5 PMAX to 0.8 PMAX 600 0.0 PMAX to 0.6 PMAX 50

0.3 PMAX to 1.0 PMAX 100 0.2 PMAX to 0.5 PMAX 3,350

Notes:

1. Each cycle shall have minimum duration of 1 second and a maximum dura-

tion of 3 seconds and must be performed in a continuous manner 1.

2. PMAX denotes maximum design load in accordance with ASCE 7. The

pressure spectrum shall be applied to each test specimen beginning with in-

ward acting pressures followed by the outward acting pressures in the order

from the top of each column to the bottom of each column.

SECTION R4404HIGH-VELOCITY HURRICANE ZONES —FOUNDATIONS AND RETAINING WALLS

R4404.1 Excavations.

R4404.1.1 General. Until provisions for permanent sup-

port have been made, all excavations shall be properly

guarded and protected so as to prevent them from becoming

dangerous to life and property and shall be sheet piled,

braced and/or shored, where necessary, to prevent the ad-

joining earth from caving in; such protection to be provided

by the person causing the excavation to be made. All exca-

vations shall comply with the minimum requirements of

Florida Statute 553.60, “Trench Safety Act,” and

29-CFR1926-650 (P) “Occupational Safety and Health Ad-

ministration Excavation Safety Act.” No excavation, for

any purpose, shall extend within 1 foot (305 mm) of the an-

gle of repose of any soil bearing footing or foundation un-

less such footing or foundation is first properly underpinned

or protected against settlement.

R4404.1.2 Permanent excavations. No permanent exca-

vation shall be made nor shall any construction excavations

be left on any lot that will endanger adjoining property or

buildings or be a menace to public health or safety. Any

such excavations made or maintained shall be properly

drained and such drainage provisions shall function prop-

erly as long as the excavation exists. Permanent excavations

shall have retaining walls of steel, masonry, concrete or

similar approved material of sufficient strength to retain the

embankment together with any surcharged loads.

R4404.1.3 Enforcement. Where, in the opinion of the

building official, an unsafe condition may result or damage

may occur as the result of an excavation, he may order the

work stopped or may approve the work of excavation sub-

ject to such limitations, as he may deem necessary.

SECTION R4404.2HIGH-VELOCITY HURRICANE ZONES — BEARING

CAPACITY OF SOILR4404.2.1 Design bearing capacity. Plans for new buildings,

structures or additions shall clearly identify the nature of the

soil under the structure and the allowable bearing capacity used

in sizing the building foundation support system.

Exception: See Section R4404.6.1 for plans for new build-

ings, structures or additions that are to be supported on a pil-

ing foundation system.

R4404.2.2 Allowable bearing capacity. Prior to the installa-

tion of any footing foundation system for new buildings, struc-

tures or additions, the building official shall be provided with a

statement of allowable bearing capacity from an architect or pro-

fessional engineer. Said statement shall clearly identify the al-

lowable in-place bearing capacity of the building pad for the new

building or addition and verify the existing soil conditions. The

certified in-place bearing capacity shall have been determined

by way of recognized tests or rational analysis and shall meet or

exceed the design bearing capacity identified under Section

R4404.2.1.

SECTION R4404.3HIGH-VELOCITY HURRICANE ZONES—SOIL

BEARING FOUNDATIONSR4404.3.1 General. Footings shall be constructed of rein-

forced concrete, as set forth in Section R4405 of this code and

in this section, and shall, insofar as is practicable, be so de-

signed that the soil pressure shall be reasonably uniform to

minimize differential settlement.

R4404.3.2 Continuous wall footings.

R4404.3.2.1 Footings under walls shall be continuous or

continuity otherwise provided and shall be not less than re-

quired to keep the soil pressure within that set forth in Sec-

tion R4404.2 nor less than the following minimums:



(Allowable bearingcapacity, pounds per

square foot)No. of Stories

Minimum depthand width(inches)2

2000 1 12 x 161

2000 2 12 x 24

Based on rational analysis and soil investigation as set forth

in Section R4410, the footing size or bearing capacity may

vary, but the minimum width of a footing under the main

walls of the building shall not be less than 16 inches (406

mm) nor less than 8 inches (203 mm) more than the width of

the wall.

Notes:1. For single-story wood-frame exterior walls, the minimum size con-

tinuous footing shall be 16 inches deep by 24 inches (406 mm by 610

mm) wide.

2. Any continuous wall footing acting as a shear wall foundation shall

be specifically designed for that purpose.

R4404.3.2.2 Masonry fences, flower bins, steps and similar

decorative structures shall have reinforced concrete founda-

tions designed for all live, dead and wind loads as set forth in

R4403. The minimum size of these foundations shall be as

follows:


square foot)

Unbraced wallabove grade (ft)

Minimum depthand width(inches)2

2000Less than or equal to

3 feet12 x 16

2000

Greater than 3 feet

but less than and

including 6 feet

12 x 36

2000 Greater than 6 feet None provided1

Notes:1. Foundations for masonry fences, flower bins, steps and similar deco-

rative structures with unbraced heights in excess of 6 feet (1829 mm)

shall be based on rational analysis.

2. The minimum continuous footings specified in this section shall be

reinforced in accordance with Section R4404.3.3.

R4404.3.2.3 Based on rational analysis and soil investiga-

tion as set forth in Section R4404, the footing size or bearing

capacity may vary, but the minimum width of a footing un-

der masonry fences, flower bins, steps and similar decora-

tive structures shall not be less than16 inches (406 mm) nor

less than 8 inches (203 mm) more than the width of the wall.

Exception: Masonry fences, wing walls and other simi-

lar walls that are exposed to lateral wind forces and do

not have any lateral restraint above grade, shall have

their continuous wall footings placed so the top of foot-

ing is no less than 16 inches (406 mm) below grade.

R4404.3.3 The minimum continuous footings specified in this

section shall be reinforced as follows:

Reinforcing Width Foundation

2 #5 16 and 20 inches wide


4 #5 36 inches wide

R4404.3.3.1 Where footings are 30 inches (762 mm) or

more in width, cross bars designed to resist bending at the

face of the foundation wall shall be provided.

R4404.3.3.1.1 Equivalent areas in #4 reinforcing bars

may be substituted for the sizes as specified in Section

R4404.3.3.

R4404.3.3.1.2 Splices in reinforcing bars shall be not

less than 36 bar diameters and reinforcement shall be

continuous around all corners and changes in direction.

Continuity shall be provided at corners or changes in di-

rection by bending the longitudinal steel around the cor-

ner 48 bar diameters or by adding matching reinforcing

steel, which shall extend 48 bar diameters from each cor-

ner or change in direction When three or more bars are

required, the bars shall be held in place and aligned by

transverse bars spaced not more than 4 feet (1219 mm)

apart.

R4404.3.3.1.3 The reinforcement for footings and other

principal structural members in which concrete is depos-

ited against the ground shall have not less than 3 inches

(76 mm) of concrete between the reinforcement and the

ground contact surface. If concrete surfaces after re-

moval of the forms are to be exposed to the weather or be

in contact with the ground, the reinforcement shall be

protected with not less than 2 inches (51 mm) of concrete

for bars larger than #5 and 11/2 inches (38 mm) for #5 or

smaller bars.

R4404.3.3.1.4 Excavations for continuous footings shall

be cut true to line and grade and the sides of footings shall

be formed, except where soil conditions are such that the

sides of the excavation stand firm and square. Excava-

tions shall be made to firm, clean bearing soil.

R4404.3.4 Continuous footings shall be placed level and any

changes in the grade of such footings shall be made with a ver-

tical tie of the same cross section and design as the footings, or

the smaller of the footings, so joined.

R4404.3.4.1 Continuous footings with eccentric loading

shall be designed to limit the soil pressure at the edges to

within acceptable values by means of counterbalancing or

by other approved methods.

R4404.3.4.2 When foundation walls are to be poured sepa-

rately from the footing, they shall be keyed and doweled to

the footing with no less than #4 dowels, 20 diameters in

length above and below the joint, spaced not more than 4

feet (1219 mm) apart. Where footing depth does not allow

straight dowels, standard hooks will be allowable.

R4404.3.4.3 Concrete footing and pads shall not receive su-

perimposed loads until 12 hours or more after the concrete is

placed.

R4404.3.4.4 Excavations for footings and foundations,

which are to serve as forms, shall be thoroughly wetted prior

to the placement of concrete.

R4404.3.4.5 The top of all continuous footings shall be a

minimum of 8 inches (203 mm) below grade.

R4404.3.5 Isolated footings. Dimensions for an isolated foot-

ing shall not be less than 12 inches (303 mm) deep and 24



inches (610 mm) square. Isolated footings in soil having low

lateral restraint and isolated piers shall be provided with ade-

quate bracing to resist lateral movement.

R4404.3.5.1 Isolated footings with eccentric loading shall

be designed to limit the soil pressure at the edges by means

of footing straps or other approved methods.

R4404.3.5.2 When isolated footings support reinforced

concrete columns, dowels equivalent in number and area to

the column reinforcement and having a length not less than

36 diameters above and below the joint shall be provided in

the footing. Where the footing depth precludes straight

dowels, standard ACI hooks will be allowable. Such dow-

els, or anchor bolts as required for steel columns, shall be

held to proper grade and location during the pouring of the

footing by means of templates or by other approved meth-

ods.

R4404.3.5.3 The top of all isolated footings shall be a mini-

mum of 8 inches below grade.

R4404.3.5.4 Any isolated footing subjected to uplift and/or

overturning forces shall be specifically designed for that

purpose, as set forth in Section R4406.10.

R4404.3.6 Lateral sliding resistance. The resistance of struc-

tural walls to lateral sliding shall be calculated by combining

the values derived from the lateral bearing and the lateral slid-

ing resistance shown in Table R4404.3.6 unless data to sub-

stantiate the use of higher values are submitted for approval.

For clay, sandy clay and clayey silt, in no case shall the lateral

sliding resistance exceed one-half the dead load.

R4404.3.6.1 Increases in allowable lateral sliding resis-

tance. The resistance values derived from the table may be

increased by the tabular value for each additional foot of

depth to a maximum of 15 times the tabular value. Isolated

poles for uses such as flagpoles or signs and poles used to

support buildings which are not adversely affected by1/2-inch (12.7 mm) motion at the ground surface because of

short-term lateral loads may be designed using lateral bear-

ing values equal to two times the tabular values.

R4404.3.7 Designs employing lateral bearing. Designs to re-

sist lateral loads employing posts or poles as columns embed-

ded in earth or embedded in concrete footings in the earth shall

conform to the requirements of Sections R4404.3.7.1 through

R4404.3.7.2.1.

R4404.3.7.1 Limitation. Posts embedded in earth shall not be

used to provide lateral support for structural or non structural

materials such as plaster, masonry or concrete unless bracing is

provided that develops the limited deflection required.

R4404.3.7.2 Design criteria. The depth to resist lateral

loads shall be determined by the design criteria in Sections

R4404.3.7.2.1 through R4404.3.7.2.2 or by other methods

approved by the building official.

R4404.3.7.2.1 Unconstrained. The following formula

shall be used in determining the depth of embedment re-

quired to resist the lateral loads where no constraint is pro-

vided at the ground surface, such as a structural diaphragm.

d = 0.5A{1 + [1 + (4.36h/A)]1/2}

Where:

A = 2.34P/(S1b)

b = Diameter of round post or diagonal dimension of

square post or footing, feet.

d = Depth of embedment in earth in feet but not over

12 feet (3658 mm) for purpose of computing lat-

eral pressure.

h = Distance in feet from ground surface to point of

application of P.

P = Applied lateral force, pounds.

S1 = Allowable lateral soil-bearing pressure as set

forth in Table R4404.3.6 based on a depth of

one-third the depth of embedment, pounds per

square foot.

S3 = Allowable lateral soil-bearing pressure as set

forth in Table R4403.3.6 based on a depth equal

to the depth of embedment, pounds per square

foot.

R4404.3.7.2.2 Constrained. The following formula

shall be used in determining the depth of embedment re-

quired to resist the lateral loads where constraint is pro-

vided at the ground surface, such as a rigid floor or rigid

ground surface pavement.

d2 = 4.25(Ph/ S3b)

or alternately

d2 = 4.25(Mg/ S3b)

Where:

Mg = Moment in the post at grade, foot-pounds.

TABLE R4404.3.6ALLOWABLE LATERAL PRESSURE

Class of Materials

Lateral Bearing(psf/ft below

natural grade)

Lateral Sliding

Coefficient ofFrictiona

Resistanceb

(psf)

1. Sedimentary and

foliated rock400 0.35

2. Sandy gravel and/or

gravel200 0.35

3. Sand, silty sand,

clayey sand, silty grave

land clayey gravel

150 0.25

4. Clay, sandy clay,

silty clay, clayey silt,

silt and sandy silt

100 130

Notes:

a. Coefficient to be multiplied by the dead load

b. Lateral sliding resistance to be multiplied by the contact area, as limited by

Section R4404.3.6.


CONCRETE SLABS ON FILLR4404.4.1 Concrete floors placed directly on the supporting

soil shall comply with this section.

R4402.4.2 Where it is proposed to place concrete slabs directly

on the supporting soil, a subgrade shall be thoroughly com-



pacted by approved methods. All fill placed under slabs shall

be clean sand or rock, free of debris and other deleterious mate-

rials. The maximum size of rock within 12 inches (305 mm) be-

low the floor slab in compacted fill shall be 3 inches (76 mm) in

diameter. Where fill material includes rock, large rocks shall

not be allowed to nest and all voids shall be carefully filled with

small stones or sand, and properly compacted.

R4404.4.3 Concrete floor slabs placed directly on the support-

ing soil shall be a minimum of 4 inches (102 mm) in thickness,

reinforced with not less than 0.028 square inches (.000018 m2)

of reinforcing per linear foot of slab in each direction.

R4404.4.3.1 Fill supporting such slabs shall be compacted

under the supervision of a special inspector to a minimum of

95 percent of maximum dry density for all layers, as verified

by field density tests specified in Section R4404.4.3.2.

R4404.4.3.2 Tests shall be made in accordance with Methods

of Test for Moisture Density Relations of Soils, ASTM D

1557 modified to use 25 blows on five layers with a 10-pound

(4.5 kg) hammer dropping 18 inches. In addition, a minimum

of one in-place field density test shall be performed for each

2500 square feet (232 m2), or fraction thereof, for each lift of

compacted soil, and such testing shall be performed in accor-

dance with either ASTM D 1556, Standard Test Method for

Density of Soil In-Place by the Sandcone; or ASTM D 2922,

Standard Test Methods for Density of Soil and Soil Aggre-

gate in-place by nuclear methods (shallow depth), or other

approved methods.

R4404.4.3.3 Where a concrete slab is supported by a

foundation wall or continuous footing, the effect of the

support shall be considered in the design.

R4404.4.3.4 All concrete slab edges and concrete beams

supporting exterior walls shall be recessed a minimum of3/4 inch (19 mm) below top of slab for a width of the exte-

rior wall, or provided with an alternate-water stop

method approved by the building official.

R4404.4.3.5 The discontinuous edges of all slabs sur-

rounding swimming pools and floor slabs for screen pa-

tios and utility sheds shall be at least a minimum of 8

inches (203 mm) deep and 8 inches (203 mm) wide and

shall be reinforced with one continuous #5 bar.

R4404.4.3.6 Reinforced concrete slabs on fill for gar-

bage containers shall be a minimum of 1 foot (305 mm)

larger on all sides than the garbage receptacle (dumpster)

and a minimum thickness of 6 inches (152 mm).

R4404.4.4 When polyethylene sheets are used as a vapor bar-

rier beneath a ground floor slab, the subgrade for that slab shall

be considered a formed surface for the purpose of reinforcing

steel coverage.

R4404.4.5 Concrete slabs outside of buildings, other than pa-

tios and pool slabs, where placed directly on the supporting

soil, for minor accessory uses such as, but not limited to, walk-

ways, driveways, minor equipment pads, etc, shall be not less

than 4 inches (102 mm) thick. Such slabs shall be placed on

clean, thoroughly compacted sand or crushed rock free from

organics, debris or other deleterious materials.


MONOLITHIC FOOTINGSR4404.5.1 Monolithic footings under walls shall be continu-

ous or continuity otherwise provided and shall be not less than

required to keep the soil pressure within that set forth in Section

R4404 nor less than the following minimums:


square foot)No. of Stories Minimum depth and

width (inches)2

2000 1 12 x 161

2000 2 12 x 24

Based on rational analysis and soil investigation as set forth in

Section R4404, the footing size or bearing capacity may vary,

but the minimum width of a footing under the main walls of the

buildings shall not be less than 16 inches (406 mm) nor less

than 8 inches (203 mm) more than the width of the foundation

wall.

Notes:1. For single story wood frame exterior walls, the minimum size continuous

footing shall be 16 inches deep by 24 inches (406 mm by 610 mm) wide.

2. Any continuous wall footing acting as a shear wall foundation shall be spe-

cifically designed for that purpose.

R4404.5.1.1 A minimum outside finish grade of 8 inches

(203 mm) above the bottom of the exterior monolithic foot-

ing shall be required, but in no case shall the outside finish

grade be above the top of the finish slab surface unless suffi-

cient means to minimize moisture intrusion into the struc-

ture have been provided to the satisfaction of the building

official.

R4404.5.1.2 Continuous monolithic footings shall be

placed level and any change in the grade of such footings

shall be made with a step of the same cross section and de-

sign as the monolithic footings, or the smaller of the mono-

lithic footings, so joined.

R4404.5.1.3 Continuous monolithic footings with eccen-

tric loading shall be designed to limit the soil pressure at the

edges to within acceptable values by means of counterbal-

ancing or by other approved methods.

R4404.5.1.4 Concrete monolithic footings and pads shall

not receive superimposed loads until 12 hours or more after

the concrete is placed.

R4404.5.1.5 Excavations for monolithic footings and foun-

dations, which are to serve as forms, shall be thoroughly wet

prior to placing concrete.

R4404.5.1.6 Monolithic foundation systems shall be lim-

ited for the support of a maximum of two stories and/or

floors or a maximum mean roof height of 25 feet (7620 mm)

above grade unless the monolithic foundation system has

been designed by a professional engineer and ample consid-

eration has been given to the eccentric loading, foundation

rotation and shear cracking at the slab/foundation interface,

R4404.5.1.7 The minimum continuous monolithic footings

specified in this section shall be reinforced as follows:



Reinforcing Minimum Width Foundation



4 #5 36 inches wide

R4404.5.1.8 Where footings are 30 inches (762 mm) or

more in width, cross bars designed to resist bending at the

face of the foundation wall shall be provided.

R4404.5.1.9 Equivalent areas in #4 reinforcing bars may be

substituted for the sizes as specified in Section R4404.5.1.7.

R4404.5.1.10 Splices in reinforcing bars shall be not less

than 36 bar diameters and reinforcement shall be continu-

ous around all corners and changes in direction. Continuity

shall be provided at corners or changes in direction by bend-

ing the longitudinal steel around the corner 48 bar diameters

or by adding matching reinforcing steel, which shall extend

48 bar diameters from each corner or change in direction

When three or more bars are required, the bars shall be held

in place and alignment by transverse bars spaced not more

than 4 feet (1219 mm) apart.

R4404.5.1.11 The reinforcement for monolithic footings

and other principal structural members in which concrete is

deposited against the ground shall have not less than 3

inches (76 mm) of concrete between the reinforcement and

the ground contact surface. If concrete surfaces after re-

moval of the forms are to be exposed to the weather or be in

contact with the ground, the reinforcement shall be pro-

tected with not less than 2 inches (51 mm) of concrete for

bars larger than #5 and 11/2 inches (38 mm) for #5 or smaller

bars.

R4404.5.1.12 Excavations for continuous monolithic foot-

ings shall be cut true to line and grade and the sides of foot-

ings shall be formed, except where soil conditions are such

that the sides of the excavation stand firm and square. Exca-

vations shall be made to firm, clean bearing soil.

R4404.5.1.13 Unless otherwise determined by rational

analysis, monolithic footings shall have transfer reinforce-

ment along the perimeter of the foundation. Said reinforce-

ment shall be no less than #4 reinforcing steel bars spaced

no greater than 12 inches (303 mm) on center and shall be no

less than 5 feet (1524 mm) in length plus a standard ACI

hook and shall be placed to transfer into the slab section

commencing at a point no less than 3 inches (76 mm) from

the edge form.


PILE FOUNDATIONSR4404.6.1 Pile foundations shall be designed and installed on

the basis of a geotechnical exploration which shall include

field and/or laboratory tests.

R4404.6.1.1 Piles used for the support of any building or

structure shall be driven to a resistance and penetration in

accordance with the plans and/or specifications as set forth

herein.

R4404.6.1.2 Piles may be jetted under the supervision of a

professional engineer. Immediately after completion of jet-

ting, piles shall be driven below the depth jetted to the re-

quired resistance, but not less than 1 foot (305 mm), or to

nominal refusal whichever comes first. No jetting will be

permitted that may be detrimental to existing adjacent struc-

tures or piles that have been driven.

R4404.6.1.3 When isolated columns, piers and other loads

are supported on piles, a minimum of three piles shall be

used for such support unless lateral bracing is provided at

the pile cap to insure stability. Should a pile group be loaded

eccentrically so as to produce an overload on any pile more

than 10 percent of the allowable load, footing straps or other

approved methods shall be required to counteract the effect

of eccentric loading.

R4404.6.1.4 The minimum center-to-center spacing of

piles shall be not less than twice the average diameter of

round piles or one and three-fourths times the diagonal di-

mensions of rectangular piles but in no case less than 30

inches (762 mm). Piles supporting structural walls shall

have dowels installed to offer sufficient resistance for lat-

eral restraint of a grade beam.

R4404.6.1.5 Nonfluid soil shall be considered as providing

full lateral support against column action. The portion of a

pile that extends through air, water, fluid soil or other unsta-

ble material shall be designed as a structural column. Soils

having a consistency stiffer than fluid soil may be consid-

ered as capable of providing lateral support. Where

cast-in-place piles are used reinforcement shall extend 10

feet (3048 mm) below the plane where the soil provides lat-

eral restraint. Sufficient reinforcement for all types of piles

shall be provided at the junction of the pile and pile cap or

grade beam to make a suitable connection. Shells conform-

ing to Section R4404.10.1 may be considered as reinforce-

ment.

R4404.6.1.6 Reinforced concrete caps shall be provided for

all pile clusters and such caps shall extend laterally not less

than 6 inches (152 mm) beyond the extreme pile surface and

vertically not less than 4 inches (102 mm) below the pile

butt. Pile caps may be omitted when piles are used to sup-

port grade beams, provided that the spacing of Section

R4404.6.1.4 is complied with, and provided that the por-

tions of the grade beams acting in place of the pile cap shall

be computed by a recognized method of analysis to properly

carry the loads.

R4404.6.1.7 Piles shall be driven using an approved cush-

ion block consisting of material arranged to provide trans-

mission of hammer energy equivalent to one-piece

hardwood with the grain parallel to the axis of the pile and

enclosed in a metal housing to prevent its lateral deforma-

tion between the hammer ram and the top of the pile.

R4404.6.1.8 Friction piles shall be driven to a minimum

penetration of 12 feet (3658 mm) below the cutoff or the ex-

isting ground, whichever is the lower.

R4404.6.1.9 Diesel hammers may be used for driving piles

if provided with one of the following means of determining

the energy of the hammer’s blow.



R4404.6.1.10 Closed-top diesel hammers shall be used with

a rating instrument and charts to measure the equivalent

WH energy per blow of the hammer. The equivalent WH

energy as measured by the instrument shall be the ram’s

weight times the equivalent ram plus an added value ob-

tained from the energy stored in the bounce chamber. The

energy per blow shall be the equivalent WH energy for the

closed-top diesel.

R4404.6.1.11 Open-top diesel hammers shall be equipped

with a ram stroke indictor rod that is striped in increments

above the hammer body and fastened to the body of the

hammer. The energy per blow for the open top diesel shall

be computed as the ram’s working stroke times the ram’s

weight.

R4404.6.1.12 The load-bearing formula applicable for sin-

gle-acting pile hammers shall be used to compute the bear-

ing capacity of the driven pile.

R4404.6.1.13 Followers shall be used only upon permis-

sion of the special inspector or engineer and only where nec-

essary to effect installation of piles. A follower shall be of a

size, shape, length, material and weight to permit driving the

pile in the desired location and to the required depth and re-

sistance without loss of hammer energy in the follower.

R4404.6.1.14 Splices shall be avoided as far as practicable.

Splices shall be constructed to provide and maintain true

alignment and position of the component parts of the pile

during installation and subsequent thereto. Splices shall de-

velop the required strength of the pile.

R4404.6.1.15 The safe capacity of a group of friction piles

in plastic material may be determined by load testing the

group to 150 percent of the proposed group load or by the

formula given in Section R4404.6.2. When computed by

formula, the allowable load for such a group shall be the al-

lowable load for one pile times the number of piles in the

group times the efficiency of the pile group determined as

follows:

E = 1 - O(N 1)M (M 1)N

90MN

� � �

where:

E is the efficiency

S the average spacing of the piles, inches

M the number of rows

N the number of piles in one row

D the average diameter of the pile, inches

O arc tan D/S, in degrees

R4404.6.1.16 Types of piles that are not provided for in this

section shall conform to the requirements herein for the type

that it most nearly approximates, subject to such additional

requirements as may be made by the building official.

R4404.6.1.17 Pile driving hammers shall develop a mini-

mum of 1 foot-pound of energy per pound of pile or man-

drel, but not less than 7,000 foot-pounds of energy per blow.

R4404.6.1.18 Piles may be driven with drop or gravity ham-

mers provided the hammer shall weigh not less than 3,000

pounds (1362 kg) and the fall of the hammer shall not ex-

ceed 6 feet (1829 mm).

R4404.6.1.19 Piles shall be driven with a variation of not

more than 1/4 inch (6.4 mm) per foot from the vertical, or

from the batter line indicted, with a maximum variation of

the head of the pile from the position shown on the plans of

not more than 3 inches (76 mm), subject to the provisions of

Section R4404.6.

R4404.6.1.20 The special inspector or engineer supervising

the pile driving operations shall be required to keep an accu-

rate record of the material and the principal dimensions of

each pile; of the weight and fall of the hammer, if a sin-

gle-acting hammer or drop hammer; the size and make, op-

erating pressure, length of hose, number of blows per

minute and energy per blow, if a double-acting hammer; to-

gether with the average penetration of each pile for at least

the last five blows, and the grades at tip and cut-off. A copy

of these records shall be filed with the building official and

kept with the plans.

R4404.6.1.21 Where piling must penetrate strata offering

high resistance to driving or where jetting could cause dam-

age, the inspector or supervising engineer may require that

the piles be set in predrilled or punched holes. The equip-

ment used for drilling or punching must be approved by the

special inspector or engineer, and provided that all piles

shall reach their final penetration by driving.

R4404.6.1.22 The maximum load permitted on any driven

pile shall not exceed 36 tons unless substantiated by a load

test performed at the site, as set forth in Section R4404.13.

R4404.6.1.23 The building official may require tests on any

pile where performance is questionable.

R4404.6.1.24 Piles shall be designed and driven to develop

not less than 10 tons safe-bearing capacity.

R4404.6.1.25 In soils in which the installation of piles causes

previously installed piles to heave, accurate level marks shall

be put on all piles immediately after installation and all

heaved piles shall be reinstalled to the required resistance.

R4404.6.1.26 Piles shall not be driven closer than 2 feet

(610 mm) nor jetted closer than 10 feet (3048 mm) to an ex-

isting building or structure unless approved by a special in-

spector or engineer.

R4404.6.2 Driving formula load. Subject to pile load limita-

tions contained in Sections R4404.7.1.8 and R4404.8.1.2 and

in the absence of pile load test data satisfactory to the building

official, the load on a pile shall not exceed that computed from

the following driving formula:

Drop Hammer: P =2Wh

S 1�

Single Acting Hammers: P =2Wh

S 1� 0.

Double Acting Hammers: P =2(W +Ap)h

S 1� 0.

Or differential in which:



A = area of piston, square inches

p = pressure at the hammer, pounds per square inch

P = allowable total load, pounds

W = weight of striking part of hammer, pounds

h = height of fall of striking part of hammer, feet, or stroke, feet

S = average penetration per blow of not less than the five final

blows


WOOD PILESR4404.7.1 Woodpiles shall conform to the standard, Round

Timber Piles, ASTM D 25.

R4404.7.1.1 Untreated wood piles in all cases shall be cut

off not higher than mean low water table and shall be capped

with concrete.

R4404.7.1.2 Timber piles used to support permanent struc-

tures shall be treated in accordance with this section unless

it is established that the top of the untreated timber piles will

be below lowest ground water level assumed to exist during

the life of the structure.

R4404.7.1.3 Preservative and minimum final retention

shall be in accordance with AWPB Standard C3.

R4404.7.1.4 When timber piles are used in salt water, the

treatment shall conform to AWPB Standard MP-1, MP-2 or

MP-4. Pile cutoffs shall be treated in accordance with

AWPB Standard M-4.

R4404.7.1.4.1 All preservative-treated wood piles shall

have a metal tag, brand or other preservative treatment

identification mark.

R4404.7.1.4.2 Such mark shall identify the producer,

and/or the appropriate inspection agency, and treatment

specifications or quality mark.

R4404.7.1.5 Wood piles which support a structure over wa-

ter may project above the water to such height as may be

necessary for structural purposes, provided that such piles

used to support structures other than open wharves, boat

landings, and other similar light structures shall have been

treated in accordance with Section R4404.7.1.2

R4404.7.1.6 Wood piles shall be driven with a protective

driving cap or ring when necessary to prevent brooming or

splitting of the butt. When brooming or splitting occurs,

such piles shall be cut back to solid wood before the final re-

sistance to penetrations is measured.

R4404.7.1.7 If required, when driving through or to hard

material or to rock, wood piles shall be fitted with a metal

protective driving cap shown satisfactory to the building of-

ficial.

R4404.7.1.8 The maximum allowable load on a round tim-

ber pile shall be determined in accordance with Section

R4404.7.1.22, provided the maximum allowable stresses of

timber are not exceeded.

R4404.7.1.8.1 The allowable stresses for timber piles

shall not exceed the values in Table R4404.7 except as

modified by Part 6 of the National Design Specification

for Wood Construction.


PRECAST CONCRETE PILESR4404.8.1 Precast concrete piles shall be cast of concrete hav-

ing a compressive strength of not less than 3,000 pounds per

square inch (psi) (20 685 kPa) at the time of driving, and shall

be reinforced with a minimum of four longitudinal steel bars

having an area of not less than 1 percent nor more than 4 per-

cent of the gross concrete area. All longitudinal bars shall be of

uniform size and shall be tied by not less than #2 hoops spaced

8 inches (203 mm) in the body of the pile and not over 3 inches

(76 mm) for the first 18 inches (437 mm) from both the butt and

the tip. All reinforcement shall be protected by 2 inches (51

mm) or more of concrete, except that for piles subjected to the

action of open water, waves or other severe exposure, a 3-inch

(76 mm) protective covering shall be furnished in the zone of

such exposure. For point bearing piles, the concrete area of the

tip shall be not less than 75 percent of the area of the butt.



TABLE R4404.7

SPECIES

COMPRESSIONPARALLEL TO GRADE

(psi)4BENDING

(psi)4SHEAR HORIZ

(psi)4COMP PERP TO GRAIN

(psi)4MODULUS ofELASTICITY

Pacific Coast

Douglas Fir11250 2450 115 230 1,500,000

Southern Pine2 1200 2400 110 250 1,500,000

Red Oak3 1100 2450 135 350 1,250,000

Red Pine4 900 1900 85 155 1,280,000

1. Pacific Douglas Coast Fir values apply only to species as defined in ASTM Designation 01760-76, Standard Specification for Pressure Treatment of Timber Prod-

ucts. For faster design, use Douglas Fir-Larch design values.

2. Southern Pine values apply to Longleaf, Slash, Loblolly and Short Leaf Pines.

3. Red Oak values apply to Northern and Southern Red Oak.

4. Red Pine values apply to Red Pine grown in the United States.

R4404.8.1.1 All precast concrete piles shall have their date

of manufacture and the lifting points clearly marked on the

pile. Concrete piles shall not be driven until they have at-

tained their full specification strength as verified by tests,

nor shall the piles be removed from the forms until 50 per-

cent of the specification strength has been attained. Piles

shall not be transported nor driven until they have been

cured not less than seven days for Type I cement and three

days for Type III cement.

R4404.8.1.2 In the absence of load tests, the maximum al-

lowable load per pile shall not exceed the values set forth in

Table R4408.8.

TABLE R4404.8

SIZE (INCHES) MAXIMUM LOAD (TONS)

10 x 10 17

12 x 12 25

14 x 14 35


PRESTRESSED PRECAST CONCRETE PILESR4404.9.1 Prestressed precast concrete piles shall conform to

Section R4405 and to R4404.6.1.1, R4404.6.2, R4404.8. and

R4404.12 except as specifically detailed in this section.

R4404.9.1.1 Prestressed concrete piles shall be cast of con-

crete having a compressive strength of not less than 5,000

psi (35 MPa) at time of driving and 3,000 psi (21 MPa) be-

fore transfer of the prestressing force. The prestressing ele-

ments shall not be stressed initially in excess of 75 percent

of ultimate strength. The elements shall transfer a compres-

sive stress to the concrete, after losses, of not less than 0.08

percent of the specified strength at driving. Under loads

other than handling no tension will be permitted in the con-

crete.

R4404.9.1.2 Longitudinal reinforcing shall be protected by

2 inches (51 mm) of concrete and shall be tied by #2 hoops

or #5 AS&W gauge spirals spaced at 8 inches (203 mm) in

the body of piling 14 inches (336 mm) or smaller or 9 inches

(229 mm) in the body of piling 16 inches or larger and not

over 3 inches (76 mm) for the first 18 inches (457 mm) from

both the butt and the tip.


CAST-IN-PLACER4404.10.1 Cast-in place concrete piles shall consist of a steel

shell driven in intimate contact with the surrounding soil and

left in place and filled with concrete. Steel shells may be uni-

formly tapered, step-tapered, cylindrical or a combination of

such shapes and may be laterally corrugated, spirally corru-

gated, longitudinally fluted or plain.

R4404.10.1.1 Pile shells and end closures shall be of suffi-

cient strength and rigidity to permit their driving in keeping

with the driving method used, and to prevent harmful distor-

tion caused by soil pressures or the driving of adjacent piles

until filled with concrete. A reduction of cross sectional area

in excess of 15 percent shall be cause for rejection. The

shells shall also be sufficiently water tight to exclude water

during the placing of concrete.

R4404.10.1.2 The minimum diameter shall be 8 inches.

R4404.10.1.3 Concrete for cast-in-place piles shall develop

a compressive strength of not less than 3,000 psi (21 MPa)

in 28 days. The concrete shall be deposited in a continuous

operation to ensure a full-sized pile without voids or separa-

tion. Concrete shall be placed in the dry. The pile may be

sealed by depositing concrete by tremie or other approved

method.

R4404.10.1.4 Splices of shell sections shall be designed to

insure the alignment of the shells and develop the full

strength of the shell station.

R4404.10.1.5 The load on the shell shall not exceed 25 per-

cent of the minimum average tensile yield strength of the

steel multiplied by the area of the shell.

R4404.10.1.5.1 Shells having a wall thickness of 0.119

inch (3 mm) or more may be considered as carrying part

of the load.

R4404.10.1.5.2 Adequate allowance for corrosion shall

be considered in the design but not less than the outer

inch of the shell thickness shall be deducted before com-

puting the area of the shell considered as carrying load.

R4404.10.1.5.3 The metal for the shells shall conform to

the Standards of Welded and Seamless Steel Pipe Piles,

Grade 2, ASTM A 252, for Hot-Rolled Carbon Steel

Sheets and Strip of Structural Quality, ASTM A 570 and

Carbon Structural Steel, Cold-Rolled Sheet, ASTM A

611.

R4404.10.1.5.4 The yield strength used in design shall

be that of the material in the fabricated shell.

R4404.10.1.6 For friction piles, the allowable load shall be

computed at the cross section located at a point two-thirds of

the embedded length of the pile, in material providing suit-

able lateral support, measured upward from the tip. The

load on the concrete shall not exceed 25 percent of the

28-day strength of the concrete multiplied by the concrete

area.

R4404.10.1.7 For end-bearing piles, the concrete area of the

critical section shall be such that the unit stress on the con-

crete does not exceed 0.25 fcunder the pile load. The area

of the shell and the critical section of the concrete shall be

taken at the elevation where the pile enters the stratum fur-

nishing and bearing.


ROLLED STRUCTURAL SHAPESR4404.11.1 Rolled structural steel piles shall conform to the

Standards for General Requirements for Hot-Rolled and

Cold-Finished Carbon and Alloy Steel Bars, ASTM A 29, and

Carbon Steel Bars Subject to Mechanical Property Require-



ments, ASTM A 306, except that copper may be added to in-

crease the corrosion-resistant properties of the material.

R4404.11.1.1 Sections of such pile of H form shall have

flange projections not exceeding 14 times the thickness of

web or flange and total flange width not less than 85 percent

of the depth of the section.

R4404.11.1.2 No section shall have a nominal thickness of

metal less than 3/8 inch (9.5 mm).

R4404.11.1.3 For end-bearing piles, the allowable stress

may be determined on the basis of an allowable stress of 25

percent of the yield value of the steel.

R4404.11.1.4 In the absence of adequate corrosion protec-

tion, 1/16 (1.6 mm) inch shall be deducted from each face in

determining the area of the pile section.

R4404.11.1.5 The allowable load, when used as friction

piles, shall be determined by load tests at the site.

SECTION R4404.12HIGH-VELOCITY HURRICANE ZONES— SPECIAL

PILES OR SPECIAL CONDITIONSR4404.12.1 The use of types of piles or conditions not specifi-

cally covered herein may be permitted, subject to the approval

of the building official, upon submission of acceptable test

data, calculations or other information relating to the proper-

ties and load-carrying capacity of such piles.

SECTION R4404.13HIGH-VELOCITY HURRICANE ZONES— LOAD

TESTS ON PILESR4404.13.1 Single piles tested shall be loaded to at least twice

the desired design load and should pile groups be tested, the

test load shall be not less than one and a half times the total de-

sired load for the group.

R4404.13.1.1 The apparatus for applying known vertical

loads to the top of the pile shall maintain constant load under

increasing settlement, and shall apply the loads in such a

way that no lateral forces or impact will occur. Hydraulic

jacks when used shall be equipped with a calibrated pres-

sure gauge. Uplift piles used to provide the jacking resis-

tance shall be a sufficient distance from the test pile so as not

to influence its behavior under test.

R4404.13.1.2 The test load shall be applied in increments of

not more than 25 percent of the design load until the total

test load has been applied.

R4404.13.1.3 The method for determining vertical move-

ment shall be subject to the approval of the building official.

Readings shall be sufficient in number to define the time

settlement and rebound curve.

R4404.13.1.4 Each load increment shall be maintained for a

minimum of 1 hour, and until the rate of settlement is less

than 0.01 inch (.25 mm) per hour. The total load shall be

maintained until settlement does not exceed 0.01 inch (.25

mm) in 24 hours. Settlement readings shall be taken at regu-

lar intervals during the test period.

R4404.13.1.5 After the maximum load has remained on the

pile for 24 hours and final settlement readings have been

taken, the pile shall be unloaded in 50 percent decrements of

design load. Rebound readings shall be taken at regular in-

tervals during the unloading period, and final reading taken

approximately 12 hours after the entire load has been re-

moved.

R4404.13.1.6 The maximum allowable pile load shall be

one-half of that load which causes a net settlement of not

more than 0.005 inch (.13 mm) per ton of test load, a gross

settlement of 1 inch (25 mm) (whichever is less) or a dispro-

portionate increase in settlement.

R4404.13.1.7 Control test piles shall be tested in accor-

dance with ASTM D 1143, Method of Testing Piles Under

Axial Compressive Load. If quick load test procedures are

used, the applied test load shall be not less than three times

the working pile capacity and in accordance with the stan-

dard.


FOUNDATION WALLS AND GRADE BEAMSR4404.14.1 Exterior foundation walls of buildings, where the

character of the soil is such that allowable soil loads of 1,500

pounds per square foot (psf) (72 kN/m2)or less are used for de-

sign, shall be poured-in-place reinforced concrete from the

footing to the bottom of the first or ground floor construction.

R4404.14.1.1 Exterior foundation walls of building, where

the character of the soil is such that allowable soil loads of

more than 1,500 psf (72 kN/m2) are used for design, may be

of unit masonry or concrete on continuous concrete foot-

ings.

R4404.14.1.2 Under the exterior walls of buildings of Type

V construction, in locations where extreme dampness ex-

ists, the building official may approve isolated piers, pro-

vided such piers are as otherwise set forth in Section

R4404.7.1.1.

R4404.14.2 Detailed requirements.

R4404.14.2.1 The thickness of the foundation wall shall be

not less than 8 inches (203 mm).

R4404.14.2.2 Where wood joist construction is used for the

first or ground floor, the thickness of the exterior foundation

walls shall be not less than 8 inches (203 mm), plus 4 inches

(102 mm) for the bearing of joists.

R4404.14.2.3 Foundations of unit masonry supporting

joists shall be capped with 4 inches (102 mm) of concrete.

R4404.14.3 Interior bearing walls. Interior foundation walls

shall be of the material and design as specified in Section

R4404.14.1 except as follows.

R4404.14.3.1 Interior foundation walls that support stud

walls shall be exempted from the additional 4 inches (102

mm) of width required for the bearing of joists.

R4404.14.3.2 The use of isolated piers, girders and beams

may be substituted for interior foundation walls when de-

signed by a registered architect and/or engineer.



R4404.14.4 Grade beams.

R4404.14.4.1 Grade beams supporting loads between piles

or piers shall be reinforced concrete or structural steel pro-

tected by 2 inches of concrete cover.

R4404.14.4.2 Grade beams shall be the thickness of the

wall they support but never less than 8 inches (203 mm) nor

less than set forth for foundation walls herein.

R4404.14.4.3 Grade beams shall be suitably designed and

reinforced around access openings and vents.

SECTION R4404.15HIGH-VELOCITY HURRICANE ZONES — GRADES

UNDER BUILDINGSR4404.15.1 The grade of the ground under buildings of joist or

suspended slab construction having no basements shall not be

lower than the lowest surrounding finished lot area grade in or-

der to prevent the accumulation and standing of ground, storm

or tide water under such buildings unless provided with other

approved means of drainage.

R4404.15.1.1 Plans for future raising of lots shall be taken

into account in planning the grade of the ground under such

buildings.

R4404.15.1.2 The building official may establish grades

under such buildings based on present or future street or

sidewalk grades abutting the property.


RETAINING WALLSR4404.16.1 All walls exceeding 24 inches (610 mm) in height

built to retain or support earth, or subject to pressure from ad-

joining earth, and any surcharge shall be designed to resist the

pressure to which they are subjected, including water pressure

that may exist.


SEAWALLS AND BULKHEADSR4404.17.1 All dredging, filling, excavation and waterfront

construction such as docks, piers, wharves, bridges, groins, jet-

ties, moles, breakwaters, seawalls, revetments, causeways, ar-

tificial nourishment of beaches or other deposition or removal

of material in all water areas within the area of jurisdiction of

this code shall be planned and designed by a licensed engineer,

except as noted in Section R4404.17.2, in accordance with this

code and the applicable standards and requirements of the ad-

ministrative authority.

R4404.17.2 The requirement for professional design will not

be required by the building official for bulkheads, docks, piers

and similar structures constructed in conjunction with private

residences on lakes, private canals and similar water frontage

not subject to wind, wave or tidal action; do not involve un-

usual soil conditions, slopes or unstable soil and are not part of

a foundation or support for an above-grade structure.


SOIL IMPROVEMENTR4404.18.1 The application of soil improvement techniques

shall comply with this section.

R4404.18.1.1 Methods of soil improvement for a specific

site shall be determined by a registered professional engi-

neer, hereinafter referred to as the geotechnical engineer,

and such methods shall provide for field testing as required

herein.

R4404.18.1.2 A permit shall be required prior to the com-

mencement of any soil improvement, and no building per-

mit shall be issued until it has been determined that adequate

bearing capacity has been obtained for the foundation, and

the requirements of this section have been satisfied.

R4404.18.2 Limits on application.

R4404.18.2.1 Soil improvement shall not be permitted

where subsurface conditions consist of zones of organic

materials of sufficient quality above or below the ground

water table which cannot be dispersed or displaced to levels

not exceeding 5 percent dry weight of organic content in

any undisturbed sample.

R4404.18.2.2 Dynamic compaction, vibro-compaction,

preloading, surcharging or other similar methods of soil im-

provements shall not be permitted near or within coastal ar-

eas subject to storm surge, scour or other forms of water

erosion without suitable protection provided for the build-

ing foundation.

R4404.18.3 Required testing.

R4404.18.3.1 A rational program of field tests and soil anal-

yses shall be part of the soil improvement treatment.

R4404.18.3.2 Such tests shall determine the soil character-

istics after treatment, and the results of the tests shall dem-

onstrate whether the subsurface improvement has increased

the bearing capacity of the soil to that which is capable of

safely supporting the proposed construction.

R4404.18.3.3 The testing shall be performed in accordance

with the provisions of ASTM D 1586, Standard Penetra-

tion Test; ASTM D 3441, Static Cone Soundings; or by

Menard Pressuremeter; Dilatometer or other on-site tests

recognized by the industry.

R4404.18.3.4 The test results shall be used to determine the

achieved bearing capacity and the anticipated settlement.

R4404.18.4 Requirements for acceptance. The efficacy of

any application of soil improvement techniques shall be veri-

fied by appropriate calculations, testing and documentation as

required in this section.

R4404.18.4.1 All organics, including any organic lens,

shall be displaced by the injection of sand or other suitable

fill material, or otherwise dispersed in accordance with the

provisions of this section, to levels not exceeding 5 percent

by weight of organic content in any undisturbed sample.

R4404.18.4.2 Complete documentation of required tests

shall be required, and shall included as a minimum, but shall

not be limited to:



1. A description of the stratigraphy and densification re-

quired and

2. Foundation bearing capacity and settlement analysis

performed by an independent testing laboratory.

3. The anticipated settlement potential under superim-

posed loads shall be acknowledged and accepted by

the engineer of record in writing prior to issuance of a

building permit.

4. The results of testing to determine subsurface condi-

tions shall be retained by the geotechnical engineer

and submitted to the building official upon request.

SECTION R4405HIGH-VELOCITY HURRICANE ZONES —

CONCRETE

R4405.1 General.

R4405.1.1 Scope. This section prescribes requirements for

reinforced concrete in construction regulated by this code.

R4405.1.2 Application. Reinforced concrete shall be of the

materials, proportions strength and consistency as set forth

in this section and shall be designed by methods admitting

of rational analysis according to established principles of

mechanics.

R4405.1.3 Requirements. All structures of reinforced con-

crete, including prestressed concrete, shall be designed and

constructed in accordance with the provisions of ACI 318 as

adopted herein.

R4405.1.4 Workmanship. Concrete construction shall be

in conformance with the tolerance, quality and methods of

construction set forth in Section R4405.2.


STANDARDS

R4405.2.1 The following Standards are hereby adopted as part

of this code as set forth in Chapter 43 of this code.

R4405.2.2 American Concrete Institute (ACI).

1. Standard Tolerances for Concrete Construction and Ma-

terials, ACI 117.

2. Specifications for Structural Concrete for Buildings,

ACI 301.

3. Manual of Standard Practice for Detailing Reinforced

Concrete Structures, ACI 315.

4. Building Code Requirements for Reinforced Concrete,

ACI 318.

5. Recommended Practice for Concrete Formwork, ACI

347.

6. Recommended Practice for Shotcreting, ACI 506.

7. Specification for Materials, Proportioning, and Applica-

tion of Shotcrete, ACI 506.2.

8. Deformed and Plain Billet Steel Bars for Concrete Rein-

forcement, ASTM A615, including S1.

R4405.2.3 American National Standards Institute(ANSI)/American Society of Civil Engineers (ASCE).

1. Specifications for the Design and Construction of Com-

posite Slabs and Commentary on Specifications for the

Design and Construction of Composite Slabs,

ANSI/ASCE 3.

2. Guideline for Structural Assessment of Existing Build-

ings, ANSI/ASCE 11.

R4405.2.4 American Society for Testing Materials(ASTM).

1. Deformed and Plain Billet Steel Bars for Concrete Rein-

forcement, ASTM A 615, including.S1.

2. Testing Concrete Aggregates for Use in Construction

and Criteria for Laboratory Evaluation, ASTM C 1077.


DEFINITIONSR4405.3.1 The following definitions apply to the provisions of

Sections 4405.1 through 4405.11.

PLAIN CONCRETE. Concrete that is either unreinforced

or contains less reinforcement than the minimum amount

specified for reinforced concrete.

REINFORCED CONCRETE. Concrete reinforced with

no less than the minimum amount required by ACI 318, pre-

stressed or non-prestressed, and designed on the assumption

that the two materials act together in resisting forces.

PRESTRESSED CONCRETE. Reinforced concrete in

which internal stresses have been introduced to reduce po-

tential tensile stresses in concrete resulting from loads, The

term prestressed concrete refers to pretensioned concrete in

which the reinforcing is tensioned before hardening of the

concrete, to postensioned concrete in which the reinforcing

is tensioned after hardening of the concrete, or combina-

tions of both pretensioning and posttensioning.

PRECAST CONCRETE. Plain or reinforced concrete ele-

ments cast elsewhere than their final position in a structure.

SHOTCRETE. Mortar or concrete pneumatically pro-

jected at high velocity onto a surface.


MATERIALSR4405.4.1 Cements. Cements shall conform to one of the fol-

lowing specifications for Portland cement as set forth in Chap-

ter 43.

1. Portland Cement, ASTM C 150

2. Blended Hydraulic Cements, ASTM C 595, excluding

Types S and SA, which are not intended as principal ce-

menting constituents of structural concrete.

R4405.4.2 Aggregates for concrete shall conform to one of the

following specifications as set forth in Chapter 43 of this code

or Paragraph R4405.4.2.1.



1. Concrete Aggregates, ASTM C33.

2. Lightweight Aggregates for Structural Concrete,

ASTM C330.

R4405.4.2.1 Gradation of locally produced sand and

crushed rock aggregate shall be as follows:

COARSE AGGREGATE PERCENT PASSING

11/2-inch sieve 100

1-inch sieve 95 - 100

1/2-inch sieve 25 - 60

#4 sieve 0 - 10

#8 sieve 0 - 5

FINE AGGREGATE PERCENT PASSING

3/8-inch sieve 100

#4 sieve 90 - 100

#8 sieve 70 - 95

#16 sieve 50 - 85

#30 sieve 30 - 70

#50 sieve 10 - 45

#100 sieve 0 - 10

R4405.4.2.2 Aggregates failing to meet ASTM C 33,

ASTM C 330 or the above special gradation but which have

been shown by special test or actual service to produce con-

crete of adequate strength and durability may be used when

certified by the engineer.

R4405.4.2.3 Aggregates shall be quarried or washed in

fresh water and shall contain not more than 1/20 of 1 percent

salt by weight.

R4405.4.3 Water used in mixing concrete shall be clean and

free from injurious amounts of oils, acids, alkalis, salts, organic

materials or other substances that may be deleterious to con-

crete or reinforcement.

R4405.4.3.1 Mixing water for concrete, including that por-

tion of mixing water contributed in the form of free moisture

on aggregates, shall not contain deleterious amounts of

chloride ion.

R4405.4.4 Reinforcement.

R4405.4.4.1 Deformed reinforcement shall conform to one

of the specifications as set forth in Chapter 43, except as

provided in Section 3.5 of ACI 318.

R4405.4.4.2 Prestressing tendons shall conform to one of

the specifications as set forth in Chapter 43.

Exception: Wire strands and bars not specifically listed

in ASTM A 421, A 416, or A 722 may be used provided

they conform to minimum requirements of these specifi-

cations and do not have properties that make them less

satisfactory than those listed in ASTM A 416, A 421 or A

722.

R4405.4.4.3 Reinforcement consisting of structural steel,

steel pipe or steel tubing may be used as specified in ACI

318.

R4405.4.4.4 All welding of reinforcement shall conform to

the Structural Welding Code—Reinforcing Steel, AWS

D1.4, as set forth in Chapter 43.

R4405.4.4.5 Reinforcement to be welded shall be indicated

on the drawings, and welding procedures to be used shall be

specified. ASTM steel specifications, except ASTM A 706,

shall be supplemented to require a report of material proper-

ties necessary to conform to welding procedures specified

in AWS D1.4.

R4405.4.4.6 Deformed reinforcement may be galvanized

or epoxy-coated in accordance with the Specifications for

Zinc-Coated (galvanized) Bars for Concrete Reinforce-

ment, ASTM A 767 or the Specification for Epoxy-Coated

Bars, ASTM A 775. Zinc or epoxy-coated reinforcement

shall conform to ASTM A 615, A 616 (S1), A 617 or A 706.

R4405.4.5 Admixtures.

R4405.4.5.1 Admixtures to be used in concrete shall con-

form to one of the specifications set forth in Chapter 43.

R4405.4.5.2 An admixture shall be shown capable of main-

taining essentially the same composition and performance

throughout the work as the product used in establishing con-

crete proportions.

R4405.4.5.3 Admixtures containing chloride ions shall not

be used in concrete if their use will produce a deleterious

concentration of chloride ion in the mixing water.

R4405.4.6 Test of materials.

R4405.4.6.1 The building official, or his authorized repre-

sentative, shall have the right to order the test of any mate-

rial entering into concrete or reinforced concrete to

determine its suitability for the purpose; to order reasonable

tests of the concrete from time to time to determine whether

the materials and methods in use are such as to produce con-

crete of the necessary quality; and to order the test under

load of any portion of a completed structure when condi-

tions have been such as to leave doubt as to the adequacy of

the structure to serve the purpose for which it is intended.

R4405.4.6.2 Materials and of concrete shall be tested in ac-

cordance with applicable standards of the ASTM Interna-

tional (ASTM) as listed in Chapter 43. Tests shall be made

by an approved testing laboratory and results of such tests

shall be submitted to the building official. Approved testing

laboratories shall comply with ASTM C 1077.

R4405.4.6.2 Materials and of concrete shall be tested in ac-

cordance with applicable standards of the ASTM Interna-

tional (ASTM) as listed in Chapter 43. Tests shall be made

by an approved testing laboratory and results of such tests

shall be submitted to the building official. Approved testing

laboratories shall comply with ASTM C 1077.

R4405.4.6.3 A complete record of tests of materials and of

concrete shall be available to the building official for in-

spection during progress of work and for five years after

completion of the project, and shall be preserved by the in-

specting engineer or architect for that purpose.



R4405.4.6.4 If doubt develops concerning the safety of a

structure or member, the building official may order a struc-

tural strength investigation by analysis or by means of load

tests, or by a combination of analyses and load test as set

forth in Chapter 20 of ACI 318.

SECTION R4405.5HIGH VELOCITY HURRICANE ZONES —

CONCRETE QUALITYR4405.5.1 General.

R4405.5.1.1 Concrete shall be proportioned and produced

to provide an average compressive strength sufficiently

high to minimize the frequency of strength test below the

specified compressive strength of concrete, fc.

R4405.5.1.2 Requirements for fcshall be based on tests of

cylinders made and tested as prescribed in Section

R4405.5.2.2.3.

R4405.5.1.3 Unless otherwise specified, fc

shall be based

on 28-day tests. If other than 28-day tests are called for, fc

shall be indicated in design drawings or specifications.

R4405.5.1.4 Design drawings shall show the specified

compressive strength of concrete, fcfor which each part of

the structure is designed.

R4405.5.2 Evaluation and acceptance concrete.

R4405.5.2.1 Frequency of testing.

R4405.5.2.1.1 The building official may require a rea-

sonable number of tests to be made during the progress

of the work, or may promulgate and set forth in writing

such reasonable rules for requiring tests to be made by an

approved laboratory as he may consider necessary to in-

sure compliance with this code.

R4405.5.2.1.2 Not less than three specimens shall be

made for each standard test.

R4405.5.2.1.3 Samples for strength of each class of con-

crete placed each day shall be taken not less than once a

day, nor less than once for each 150 cubic yard (4.3 m3)

of concrete, nor less than once for each 5,000 square feet

(465 m2) of surface area for slabs or walls.

R4405.5.2.1.4 On a given project, if total volume of con-

crete is such that frequency of testing required by Section

R4405.5.2.1.1 would provide less than five strength tests

for a given class of concrete, tests shall be made from at

least five randomly selected batches or from each batch

if fewer than five batches are used.

R4405.5.2.1.5 Test cylinders taken on truck-mixed con-

crete shall be taken at the approximate one-quarter point

of the load.

R4405.5.2.1.6 The age for strength tests shall be 28 days,

or where specified, at the earlier age at which the con-

crete is to receive its full working load.

R4405.5.2.2 Laboratory cured specimens.

R4405.5.2.2.1 A strength test shall be the average of the

strengths of two cylinders made from the same sample of

concrete and tested at 28 days or at a test age designated

for determination of fc.

R4405.5.2.2.2 Samples of strength tests shall be taken in

accordance with the Method of Sampling Fresh Con-

crete, ASTM C 172, as set forth in Chapter 43.

R4405.5.2.2.3 Cylinders for strength tests shall be

molded and laboratory-cured in accordance with the

Method of Making and Curing Concrete Test Specimens

in the Field, ASTM C 31, as set forth in Chapter 43 of this

code, and tested in accordance with the Method of Test

for Compressive Strength of Cylindrical Concrete Speci-

mens, ASTM C 39, as set forth in Chapter 43.

R4405.05.2.2.4 The strength level of an individual class

of concrete shall be considered satisfactory if both of the

following requirements are met:

1. Average of all sets of three consecutive strength

tests equal or exceed fc

2. No individual strength test (average of two cylin-

ders) falls below fc

by more than 500 psi (3448

kPa).

R4405.5.2.2.5 If any of the requirements of Section

R4405.5.2 are not met, steps shall be taken to increase

the average of subsequent strength test results. Require-

ments of Section R4405.5.2.4 shall be observed if any in-

dividual strength test falls below fcby more than 500 psi

(3448 kPa).

R4405.5.2.3 Field cured specimens.

R4405.5.2.3.1 The building official may require

strength tests of cylinders cured under field conditions to

check adequacy of curing and protection of concrete in

the structure.

R4405.5.2.3.2 Field-cured cylinders shall be cured un-

der field conditions in accordance with Section 7.4 of the

Method of Making and Curing Concrete Test specimens

in the Field, ASTM C 31.

R4405.5.2.3.3 Field-cured test cylinders shall be molded

at the same time and from the same samples as labora-

tory-cured test cylinders.

R4405.5.2.3.4 Procedures for protecting and curing con-

crete shall be improved when the strength of field-cured

cylinders at test age designated for determination of fcis

less than 85 percent of that of companion laboratory

cured cylinders. The 85 percent may be waived if field

cured strength exceeds fc

by more than 500 psi (3448

Pa).

R4405.5.2.4 Investigation of low strength test results.

R4405.5.2.4.1 When there is a question as to the quality

of the concrete in the structure, the building official may

require core tests in accordance with the Standard

Method of Obtaining and Testing Drilled Cores and

Sawed Beams of Concrete, ASTM C 42, as set forth in

Chapter 43 of this code, or order load tests on that portion

of the structure where the questionable concrete has been

placed.



R4405.5.2.4.2 When concrete in structures has failed to

meet the minimum standard, the building official shall

order analysis and reports by a registered engineer to de-

termine the adequacy of the structure.

R4405.5.2.4.3 If the likelihood of low-strength concrete

is confirmed and computations indicate that load-carry-

ing capacity may have been significantly reduced, tests

of cores drilled from the area in question may be required

in accordance with the Method of Obtaining and Testing

Drilled Cores and Sawed Beams of Concrete, ASTM C

42, as set forth in Chapter 43 of this code. In such case,

three cores shall be taken for each strength test more than

500 psi (3448 kPa) below specified value of fc.

R4405.5.2.4.4 If concrete in the structure will be dry un-

der service conditions, cores shall be air dried at a tem-

perature between 60�F and 80ºF (16°C and 27°C) and a

relative humidity less than 60 percent for seven days be-

fore testing and shall be tested dry. If concrete in the

structure will be more than superficially wet under ser-

vice conditions, cores shall be immersed in water for at

least 40 hours and be tested wet.

R4405.5.2.4.5 Concrete in an area represented by core

tests shall be considered structurally adequate if the aver-

age of three cores is equals to at least 85 percent of fcand

if no single core is less than 75 percent of fc. To check

testing accuracy, locations represented by erratic core

strengths may be retested.

R4405.5.2.4.6 Slump considerations. The maximum

allowable slump of concrete shall be 6 inches (152 mm).

On the jobs controlled and supervised by a professional

engineer, this maximum may be exceeded, but no con-

crete shall exceed the slump as indicated on the approved

plans for proposed work.


MIXING AND PLACING CONCRETER4405.6.1 Preparation of equipment and place of deposit.

R4405.6.1.1 Preparation before concrete placement shall

include the following:

1. All equipment for mixing and transporting concrete

shall be clean.

2. All debris shall be removed from the spaces to be oc-

cupied by the concrete.

3. Forms shall be properly coated.

4. Masonry filler units that will be in contact with con-

crete shall be well drenched.

5. Reinforcement shall be thoroughly cleaned of delete-

rious coatings.

6. Water shall be removed from place of deposit before

concrete is placed unless a tremie is to be used or un-

less otherwise permitted by the professional engineer.

7. All laitance and other unsound material shall be re-

moved before additional concrete is placed against

hardened concrete.

R4405.6.2 Mixing.

R4405.6.2.1 All concrete shall be mixed until there is uni-

form distribution of materials and shall be discharged com-

pletely before the mixer is recharged.

R4405.6.2.2 Ready-mixed concrete shall be mixed and de-

livered in accordance with requirements of the Specifica-

tions for Ready-Mixed Concrete, ASTM C 94, or the

Specifications for Concrete made by Volumetric Batching

and Continuous Mixing, ASTM C 685, as set forth in Chap-

ter 43 of this code.

R4405.6.2.3 Job-mixed concrete shall be mixed in accor-

dance with the following:

1. Mixing shall be done in a batch mixer of approved

type.

2. Mixer shall be rotated at a speed recommended by the

manufacturer.

3. Mixing shall be continued for at least 11/2

minutes af-

ter all materials are in the drum, unless a shorter time

is shown to be satisfactory by the mixing uniformity

test of Specification for Ready-Mixed Concrete,

ASTM C 94.

4. Materials handling, batching, and mixing shall con-

form to applicable provisions of the Specifications for

Ready-Mixed Concrete, ASTM C 94.

5. A detailed record shall be kept to identify:

5.1 Number of batches produced.

5.2 Proportions of materials used.

5.3 Approximate location of final deposit in

structure.

5.4 Time and date of mixing and placing.

R4405.6.3 Conveying.

R4405.6.3.1 Concrete shall be conveyed from mixer to the

place of final deposit by methods that will prevent separa-

tion or loss of the materials.

R4405.6.3.2 Conveying equipment shall be capable of pro-

viding a supply of concrete at the site of placement without

separation of ingredients and without interruptions suffi-

cient to permit loss of plasticity between successive incre-

ments.

R4405.6.4 Depositing.

R4405.6.4.1 Concrete shall be deposited as nearly as practi-

cable in its final position to avoid segregation caused by

rehandling or flowing.

R4405.6.4.2 Concreting shall be carried on at such a rate

that concrete is at all times plastic and flows readily into the

spaces between reinforcement.

R4405.6.4.3 Concrete that has partially hardened or been

contaminated by foreign materials shall not be deposited in

the structure.

R4405.6.4.4 Retempered concrete or concrete that has been

remixed after initial set shall not be used unless approved by

the building official.



R4405.6.4.5 After concreting is started, it shall be carried

on as a continuous operation until placing of the panel or

section, as defined by its boundaries or predetermined joints

is completed except as permitted or prohibited by Section

R4405.7.4.

R4405.6.4.6 Top surfaces of vertically formed lifts shall be

generally level.

R4405.6.4.7 When construction joints are required, joints

shall be made in accordance with Section R4405.7.4.

R405.6.4.8 All concrete shall be thoroughly consolidated

by suitable means during placement and shall be thoroughly

worked around the reinforcement and embedded fixtures

and into corners of forms.

R4405.6.5 Curing.

R4405.6.5.1 Concrete, other than high-early-strength, shall

be maintained in a moist condition for as least the first seve n

days after placement, except when cured in accordance with

Section R4405.6.5.3.

R4405.6.5.2 High-early-strength concrete shall be main-

tained in a moist condition for at least the first three days,

except when cured in accordance with Section R4405.6.5.3.

R4405.6.5.3 Accelerated curing:

1. Curing by high pressure steam, steam at atmospheric

pressure, heat and moisture, or other accepted pro-

cesses, may be employed to accelerate strength gain

and reduce time of curing.

2. Accelerated curing shall provide a compressive

strength of the concrete at the load stage considered at

least equal to required design strength at that load

stage.

3. The curing process shall produce concrete with a du-

rability at least equivalent to the curing method of

Section R44405.6.5.3, Item 1 or 2.

4. Supplementary strength tests in accordance with Sec-

tion R4405.5.2.3 may be required to assure that cur-

ing is satisfactory.

R4405.6.6 Bonding.

R4405.6.6.1 Before fresh concrete is deposited or placed on

or against concrete which has hardened for 8 hours or lon-

ger, the forms shall be retightened, the surface of the hard-

ened concrete shall be cleaned of all foreign matter and

laitance, and dampened, but not saturated. Fresh concrete

shall not be deposited or placed on or against hardened con-

crete so dampened before the surface is completely free of

shiny spots indicating free moisture. When the concrete

against which fresh concrete will be placed is less than 8

hours old, all laitance, loose particles and dirt shall be re-

moved.

R4405.6.6.2 Where bonding of fresh to hardened concrete

is necessary, construction joints and joints between footings

and walls or columns, between walls or columns and beams

or floors they support, and joints in unexposed walls shall be

accomplished by reinforcement, dowels, adhesives, me-

chanical connectors or other approved methods. Hardened

concrete at joints shall be dampened, but not saturated, im-

mediately prior to the placement of fresh concrete.


FORMWORK, EMBEDDED PIPES ANDCONSTRUCTION JOINTS

R4405.7.1 Design of formwork.

R4405.7.1.1 Forms shall be designed in accordance with

ACI 347, Recommended Practice for Concrete Formwork.

R4405.7.1.2 Forms shall result in a final structure that con-

forms to shapes, lines and dimensions of the members as re-

quired by the design drawings and specifications.

R4405.7.1.3 Forms shall be substantial and sufficiently

tight to prevent leakage of mortar.

R4405.7.1.4 Forms shall be properly braced or tied together

to maintain position and shape.

R4405.7.1.5 Forms and their supports shall be designed so

as not to damage previously placed structures.

R4405.7.1.6 Design of formwork shall include consider-

ation of the rate and method of placing concrete; construc-

tion loads, including vertical, horizontal and impact loads;

and special form requirements for construction of shells,

folded plates, domes, architectural concrete or similar types

of elements.

R4405.7.1.7 Forms for prestressed concrete members shall

be designed and constructed to permit movement of the

member without damage during application of prestressing

force.

R4405.7.2 Removal of forms and shores.

R4405.7.2.1 No construction loads shall be supported on,

nor any shoring removed from, any part of the structure un-

der construction except when that portion of the structure in

combination with the remaining forming and shoring sys-

tem has sufficient strength to safely support its weight and

loads placed thereon.

R4405.7.2.2 Sufficient strength shall be demonstrated by

structural analysis considering proposed loads, strength of

the forming and shoring system and concrete strength data.

Concrete strength data may be based on tests of field-cured

cylinders or, when approved by the building official, on

other procedures to evaluate concrete strength. Structural

analysis and concrete strength test data shall be furnished to

the building official when so required.

R4405.7.2.3 No construction loads exceeding the combina-

tion of superimposed dead load plus specified live load shall

be supported on any unshored portion of the structure under

construction, unless analysis indicated adequate strength to

support such additional loads.

R4405.7.2.4 Forms shall be removed in a manner that does

not impair the safety and serviceability of the structure. All

concrete to be exposed by form removal shall have suffi-

cient strength not to be damaged thereby.

R4405.7.2.5 Form supports for prestressed concrete mem-

bers may be removed when sufficient prestressing has been

applied to enable prestressed members to carry their dead

load and anticipated construction loads.

R4405.7.3 Conduits and pipes embedded in concrete.



R4405.7.3.1 Conduits, pipes and sleeves of any material not

harmful to concrete, and with limitations of this section,

may be embedded in concrete with approval of the profes-

sional engineer provided they are not considered to structur-

ally replace the displaced concrete.

R4405.7.3.2 Conduits or pipes of aluminum shall not be

embedded in structural concrete unless effectively coated or

covered to prevent aluminum-concrete reaction or electro-

lytic action between aluminum and steel.

R4405.7.3.3 Conduits, pipes and sleeves passing through a

slab, wall or beam shall not impair the strength of the con-

struction.

R4405.7.3.4 Conduits and pipes, with their fittings, embed-

ded within a column shall not displace more than 4 percent

of the area of cross section on which strength is calculated or

which is required for fire protection.

R4405.7.3.5 Except when plans for conduits and pipes are

approved by the professional engineer and other than those

merely passing through, conduits and pipes embedded

within a slab, wall or beam shall satisfy the following:

1. They shall not be larger in outside dimension than

three-eighths of the overall thickness of slab, wall or

beam in which they are embedded.

2. They shall not be spaced closer than three diameters

or widths on center.

3. They shall not impair the strength of the construction.

R4405.7.3.6 Conduits, pipes and sleeves may be considered

as replacing structurally in compression the displaced con-

crete, provided:

1. They are not exposed to rusting or other deterioration.

2. They are of uncoated or galvanized iron or steel not

thinner than standard Schedule 40 steel pipe, and

3. They have a nominal inside diameter not over 2

inches (51 mm) and are spaced not less than three di-

ameters on centers.

R4405.7.3.7 In addition to other requirements of Section

R4405.7.3 pipes that will contain liquid, gas or vapor may

be embedded in structural concrete under the following con-

ditions:

1. Pipes and fittings shall be designed to resist effects of

the material, pressure and temperature to which they

will be subjected.

2. Temperature of liquid, gas or vapor shall not exceed

150ºF (66ºC).

3. Maximum pressure to which any piping or fittings

shall be subjected shall not exceed 200 psi (1379 kPa)

above atmospheric pressure.

4. All piping and fittings except as provided in Section

R4405.7.3.5 shall be tested as a unit for leaks before

concrete placement. Testing pressure above atmo-

spheric pressure shall be 50 percent in excess of

pressure to which piping and fittings may be sub-

jected, but minimum testing pressure shall not be

less than 150 psi (1034 kPa) above atmospheric pres-

sure. Pressure test shall be held for 4 hours with no

drop in pressure except that which may be caused by

air temperature.

5. Drain pipes and other piping designed for pressures of

not more than 1 psi (7 kPa) above atmospheric pres-

sure need not be tested as required in Section

R4405.7.3.7(4).

6. Pipes carrying liquid, gas or vapor that is explosive or

injurious to health shall be tested again as specified in

Section R4405.7.3.7(4) after concrete has hardened.

7. No liquid, gas or vapor, except water not exceeding

90ºF (32ºC) nor 50 psi (350 kPa) pressure, shall be

placed in the pipes until the concrete has attained its

design strength.

8. In solid slabs the piping, unless it is for radiant heat-

ing, shall be placed between top and bottom rein-

forcement.

9. Concrete cover for pipes and fittings shall not be less

than 11/2inches (38 mm) for concrete exposed to earth

or weather, nor 3/4

inch (19 mm) for concrete not ex-

posed to weather or in contact with ground.

10. Reinforcement with an area not less than 0.002 times

the area of concrete section shall be provided normal

to the piping.

11. Piping and fittings shall be assembled by welding,

brazing, solder sweating or other equally satisfactory

methods. Screw connections shall not be permitted.

Piping shall be so fabricated and installed that cutting,

bending or displacement of reinforcement from its

proper location will not be required.

R4405.7.4 Construction joints.

R4405.7.4.1 Surfaces of the concrete construction joints

shall be cleaned and laitance removed.

R4405.7.4.2 Immediately before new concrete is placed, all

construction joints shall be wetted and standing water re-

moved.

R4405.7.4.3 Construction joints shall be so made and lo-

cated as not to impair the strength of the structure. Provision

shall be made for transfer of shear and other forces through

construction joints.

R4405.7.4.4 Construction joints in floors shall be located

near the middle of the spans of slabs, beams or girders, un-

less a beam intersects a girder at the middle location, in

which case, joints in the girders shall be offset a distance ap-

proximately twice the width of the beam.

R4405.7.4.5 Beams, girders or slabs supported by columns

or walls shall not be cast or erected until concrete in the ver-

tical support members is no longer plastic.

R4405.7.4.6 Beams, girders, haunches, drop panels and

capitals shall be placed monolithically as part of a slab sys-

tem, unless otherwise shown on design drawing.


DETAILS OF REINFORCEMENTR4405.8.1 Bending reinforcement.



R4405.8.1.1 All reinforcement shall be bent cold, unless

otherwise permitted by the professional engineer.

R4405.8.1.2 Reinforcement partially embedded in concrete

shall not be field bent, except as shown on the design draw-

ings or permitted by the professional engineer.

R4405.8.2 Surface conditions of reinforcement.

R4405.8.2.1 At the time concrete is placed, reinforcement

shall be free from mud, oil or other nonmetallic coatings

that adversely affect bonding capacity.

R4405.8.2.2 Steel reinforcement, except prestressing ten-

dons, with rust, mill scale or a combination of both shall be

considered satisfactory, provided the minimum dimen-

sions, including the height of deformations and weight of a

hand-wire-brushed test specimen, are not less than applica-

ble ASTM specification requirements.

R4405.8.2.3 Prestressing tendons shall be clean and free of

oil, dirt, scale, pitting and excessive ruts. A light oxide is per-

missible.

R4405.8.3 Placing reinforcement.

R4405.8.3.1 Steel reinforcement shall be accurately placed

and adequately secured in position by concrete or metal

chairs or spacers or other acceptable methods. The mini-

mum clear distance between parallel bars, except in col-

umns, shall be equal to the nominal diameter of the bars. In

no case shall the clear distance between bars be less than 1

inch (25 mm), or less than one and one-third times the maxi-

mum size of the coarse aggregate. When reinforcement in

beams or girders is placed in two or more layers, the clear

distance between layers shall not be less than 1 inch (25

mm) nor less than the diameter of the bars, and the bars in

the upper layers shall be placed directly above those in the

bottom layer.

R4405.8.3.2 Unless otherwise permitted by the building offi-

cial and professional engineer, reinforcement, prestressing

tendons and prestressing ducts shall be placed within the fol-

lowing tolerances:

1. Tolerance for depth, d, and minimum concrete cover

in flexural members, walls and compression mem-

bers shall be as follows, where d represents the dis-

tance from the extreme compression fiber to the

centroid of the tension reinforcement:

Tolerance

on “d”

Tolerance on

minimum

concrete cover

d < 8 in. +/- 3/8 in. - 3/8 in.

d > 8 in. +/- 1/2 in - 1/2 in.

Exceptions:

a. Tolerance for the clear distance to formed soffits

shall be minus 1/4 inch (6.3 mm).

b. Tolerance for cover shall not exceed minus

one-third the minimum concrete cover required in

the contract drawings nor less than 1 inch (25 mm)

when exposed to weather.

2. Tolerance for longitudinal location of bends and ends

of reinforcement shall be +2 inches (+102 mm) ex-

cept at discontinuous ends of members where

tolerance shall be +1/2

inch (+12.7 mm).

R4405.8.3.3 Welded wire fabric with a wire size not greater

than W5 or D5 used in slabs not exceeding 10 feet (3048

mm) in span may be curved from a point near the top of the

slab over the support to a point near the bottom of the slab at

midspan, provided such reinforcement is either continuous

over, or securely anchored at, the support.

R4405.8.3.4 Welding of crossing bars shall not be permit-

ted for assembly of reinforcement unless approved by the

professional engineer of record.

R4405.8.3.5 Spacing limits and concrete cover for rein-

forcement shall be shown on the design drawings.

R4405.8.4 Splices in reinforcement.

R4405.8.4.1 In slabs, beams and girders, splices in rein-

forcement at points of maximum stress shall be avoided

wherever possible. Such splices, where used, shall be

welded, lapped or otherwise fully developed, but, in any

case, shall transfer the entire stress from bar to bar without

exceeding the allowable bond and shear stresses. The mini-

mum overlap for a lapped splice shall be 24 bar diameters,

but not less than 12 inches (25 mm) for bars and in accor-

dance with Section 12.15 and 12.16 of ACI 318. The clear

distance between bars shall also apply to the clear distance

from a contact splice and adjacent splices or bars.

R4405.8.4.2 Reinforcement shall be spliced only as re-

quired or permitted on design drawings, or in specifications

or as authorized by the licensed engineer of record.

R4405.8.4.3 Lap splices shall not be used for bars larger

than #11 except as provided in ACI 318.

R4405.8.4.4 Lap splices of bundled bars shall be based on

the lap splice length required for individual bars within a

bundle, increased 20 percent for a 3-bar bundle and 33 per-

cent for a 4-bar bundle. Individual bar splices within a bun-

dle shall not overlap.

R4405.8.4.5 Bars spliced by noncontact lap splices in flex-

ural members shall not be spaced transversely farther apart

than one-fifth the required lap splice length, nor 6 inches (152

mm).

R4405.8.4.6 Welded splices may be used, provided the met-

allurgical properties of the bars are suitable as determined by

the licensed engineer of record in accordance with AWS

D1.4.

R4405.8.4.7 End-bearing splices.

R4405.8.4.7.1 In bars required for compression only,

compressive stress may be transmitted by bearing of

square cut ends held in concentric contact by a suitable

device.

R4405.8.4.7.2 Bar ends shall terminate in flat surfaces

within 11/2 degrees of a right angle to the axis of the bars

and shall be fitted within 3 degrees of full bearing after

assembly.

R4405.8.4.7.3 End bearing splices shall be used only in

members containing closed ties, closed stirrups, or spirals.



R4405.8.4.8 Welded splices in reinforcing bars shall be by

certified welders and shall comply with the Stanmade dard

Structural Welding Code-Reinforcing Steel, AWS D1.4, as

set forth in Chapter 43 of this code.

R4405.8.5 Concrete protection for reinforcement(nonprestressed).

R4405.8.5.1 The reinforcement of footings and other prin-

cipal structural members in which the concrete is deposited

against the ground shall have not less than 3 inches (76 mm)

of concrete between it and the ground contact surface. If the

concrete surfaces after removal of the forms are to be ex-

posed to the weather or be in contact with the ground, the re-

inforcement shall be protected with not less than 2 inches

(51 mm) of concrete for bars larger than No. 5 and 11/2

inches (38 mm) for No. 5 bars or smaller except as set forth

in Section R4406.8.5.5.

R4405.8.5.2 The concrete protective covering for reinforce-

ment at surfaces not exposed directly to the ground or

weather shall be not less than 3/4 inch (19 mm) for slabs and

wall; and not less than 11/2 inches (38 mm) for beams, girders

and columns. In concrete ribbed floors in which the clear dis-

tance between ribs is not more than 30 inches (762 mm), the

protection of reinforcement shall be at least 3/4 inch (19 mm).

R4405.8.5.3 Concrete protection for reinforcement shall in

all cases be as least equal to the diameter of bars except for

concrete slabs and joists as set forth herein.

R4405.8.5.4 Exposed reinforcement bars intended for

bonding with future extensions shall be protected from cor-

rosion by concrete or other adequate covering.

R4405.8.5.5 For exterior balcony slabs, slab surface shall

be shall be sloped 1/8 unit in 12 units or greater to safeguard

against ponding of water and slabs shall be designed and

constructed in accordance with the provisions of ACI 318.

R4405.8.5.6 Concrete cover for cast-in-place, precast and

prestressed concrete shall be in accordance with ACI 318 if

not otherwise specified in this section. When this code re-

quires a thickness of cover for fire protection greater than

the minimum concrete specified in ACI 318, the greater

thickness shall be used.

R4405.8.5.7 Exposed reinforcement, inserts and plates in-

tended for bonding with future extensions shall be protected

from corrosion.


PRECAST CONCRETE UNITSR4405.9.1 General.

R4405.9.1.1 Precast concrete units shall comply with the

minimum requirements set forth in this section, and the

standard set forth in Section R4405.2.3.

R4405.8.1.2 All precast concrete elements and their attach-

ments (including imbedments) to the main structural frame

shall be designed by, and bear the seal of a Florida-regis-

tered architect or a Florida-registered engineer, which ar-

chitect or engineer shall be proficient in structural design.

The design shall be based on rational analysis for loads set

forth in Section R4403. The architect/engineer of record

may delegate this responsibility to a Florida-registered del-

egated engineer. In that case, shop drawings and design cal-

culations prepared by such delegated engineer shall be

reviewed and approved by the architect and the engineer of

record.

R4405.9.1.3 Only the material cast monolithically with the

units at the time of manufacture shall be used in computing

stresses unless adequate and approved shear transfer is pro-

vided.

R4405.9.1.4 The building official may promulgate and set

forth in writing such reasonable rules for requiring tests to

be made by an approved laboratory as he may consider nec-

essary to insure compliance with this code or uniformity of

the products produced. The quantity of tests shall be based

on consideration of safety or volume of output.

R4405.9.1.5 The building official or his representative shall

have free access to the plant of any producer at all hours of

normal operation, and failure to permit such access shall be

cause for revocation of approval.

R4405.9.1.6 Failure of any product to satisfy in every respect

the quality prescribed, or failure to conform with plans and

specifications, shall be cause for rejection of the products.

R4405.9.2 Statements of responsibilities of architects and pro-

fessional engineers on design of structures using precast con-

crete components.

R4405.9.2.1 The structural construction documents shall

indicate the configuration of precast components and shall

include details of supports, anchors and connections for

those components. Permit documents shall include suffi-

cient details describing the attachment of precast units (in-

cluding imbedments) to the main structure.

R4405.9.2.2 The precast permit documents shall bear the

signature and seal of the professional architect or engineer

charged with the responsibility of the design of the precast

units. The architect or engineer of record may delegate this

responsibility to a Florida-registered delegated engineer. In

that case, shop drawings and design calculations prepared

by such delegated engineer shall be reviewed and approved

by the architect and/or the engineer of record as an indica-

tion that his intent has been understood and that the speci-

fied criteria have been used.

R4405.9.2.3 The structural submittals shall include compo-

nent details, calculations and fabrication and erection draw-

ings. All such submittals shall identify the specific project.

R4405.9.3 Aggregate. The maximum size of the aggregate for

precast units shall be not larger than one-third of the narrowest

dimension between sides of the forms of the member in which

the unit is cast nor larger than three-fourths of the minimum

clear spacing between reinforcing bars and sides of the forms,

except that where concrete is placed by means of high fre-

quency vibration, the maximum size of the aggregate shall not

be larger than one-half of the narrowest dimension between

sides of the form.



R4405.9.4 Strength of concrete.

R4405.9.4.1 Concrete for precast structural units made of

crushed stone or other heavy aggregate shall have a com-

pressive strength of not less than 2,500 psi (17 238 kPa) at

28 days.

R4405.9.4.2 Concrete for precast units made of light weight

aggregate concrete shall follow the general provisions of

Section R4405.1.1.2 with consideration of the nature and

limitations of the aggregate and the strength of the product.

R4405.9.5 Workmanship.

R4405.9.5.1 The mix, the gradation of the aggregate and the

workability shall be such as to insure complete filling of the

form and continuous intimate bond between the concrete and

all steel.

R4405.9.5.2 Handling and conveying before curing shall be

reduced to a minimum. Machinery for this purpose should

be so designed that the unit will not be subject to bending or

shock which would produce incipient cracks or broken

edges or corners. Precast units shall not be freely trans-

ported or placed until the concrete is at least 14 days old, if

made with regular cement, or at least seven days old, if

made with Type III cement, or until its strength, as estab-

lished by definite tests, is at least 60 percent of the required

28-day strength.

R4405.9.5.3 The use of precast structural units not comply-

ing with ACI requirements or having visible cracks, honey-

comb, exposed reinforcing except at ends or, with a

compressive section dimension more than 1/8 inch (3.1 mm)

less than specified dimension shall not be permitted.

R4405.9.6 Curing.

R4405.9.6.1 No precast structural unit shall be removed

from the form until the concrete has attained a compressive

strength of 50 percent of the 28-day design strength but not

less than 1,250 psi (8619 kPa) as verified by representative

tests.

R4405.9.6.2 Curing by high pressure steam, steam vapor or

other accepted processes may be employed to accelerate the

hardening of the concrete and to reduce the time of curing.

R4405.9.6.3 To ensure the eventual placement of the units

in the structure without damage, the handling shall be done

in such a manner that bending shall be reduced to a mini-

mum or prevented.

R4405.9.7 Identification and marking. All joists, beams,

girders and other units shall show some mark plainly indicating

the top of the unit. This mark or symbol shall indicate the man-

ufacturer, the date of manufacture and the length, size and type

of reinforcing.

R4405.9.8 Cutting of holes. No openings or channels not pro-

vided for in the structural design shall be made on the job with-

out the specific approval of the professional engineer in

accordance with his written, detailed instructions covering

such work.

R4405.9.9 Anchorage. Anchorage of all precast concrete

units shall be designed, based on rational analysis, to transmit

loads and other forces to the structural frame.

R4405.9.10 Bridging. Joists shall be secured against lateral

displacement by cast-in-place bridging, and such bridging

shall be spaced not to exceed 32 times the width of the com-

pression flange of the joist except that for roof systems,

cast-in-place Portland-concrete slabs embedding the top

flanges not less than 1/2 inch (13 mm), or steel inserts cast in the

joist heads to which bulb-tees supporting gypsum decks are

welded, shall be accepted in lieu of bridging.

R4405.9.11 Connections. All joints and connections will per-

form their function at all stages of loading without overstress

and with proper safety factors against failure caused by over-

load. Loading conditions to be considered in the design of

joints and connections are service loads, including wind forces,

volume changes resulting from shrinkage, creep, and tempera-

ture change, reaction loads, and loading encountered in strip-

ping forms, shoring and removal of shores, storage and

transportation of members.

R4405.9.12 Inspections.

R4405.9.12.1 All structural precast units shall be inspected

for quality control by an architect or professional engineer

qualified to perform these inspections prior to the concrete

placement at the casting yard.

R4405.9.12.2 All structural precast units and their attach-

ments to the main structure shall be inspected after erection,

but before concealment. Such inspections shall be performed

by a Florida-registered architect or licensed engineer.


PRESTRESSED CONCRETER4405.10.1 Prestressed concrete, as defined in Section

R4405.3, shall comply with this section.

R4405.10.1.1 All prestressed structural items shall be de-

signed by a registered licensed engineer. Openings or chan-

nels not provided for in the structural design shall not be

made on the job without the specific approval of the design

licensed engineer.

R4405.10.1.2 The building official may promulgate and set

forth in writing such reasonable rules for requiring tests to

be made by an approved laboratory as he may consider nec-

essary to insure compliance with this code or uniformity of

the products produced.

R4405.10.1.3 The building official or his or her representa-

tive shall have free access to the plant of any producer at all

hours of normal operation. Failure to permit such access

shall be cause for revocation of approval.

R4405.10.1.4 Failure of any product to satisfy the quality

prescribed or failure to conform to plans and specifications

shall be cause for rejection of the product.

R4405.10.2 Statements of responsibilities of architects and

professional engineers on design of cast-in-place

post-tensioned concrete structural systems.


show the magnitude and location of all prestressing forces

and all design assumptions.



R4405.10.2.2 The structural engineer of record and/or the

architect of record shall require the submission of calcula-

tions and installation drawings from a specialty engineer for

post-tensioning systems for review by the structural engi-

neer of record and/or the architect of record. Review is an

indication that his or her intent has been understood and that

the specified criteria have been used. The installation draw-

ings shall provide full details of materials to be used includ-

ing necessary accessories and instructions for construction

and shall identify the specific project and shall bear the im-

pressed seal, signature and date of the specialty engineer

who prepared them.

R4405.10.2.3 It is the responsibility of the structural engi-

neer of record and/or the architect of record to review the

post-tensioning system installation drawings so that the

drawings are coordinated with the reinforcing steel shop

drawings.

R4405.10.2.4 Determining the effect of post-tensioning on

other parts of the building is the responsibility of the struc-

tural engineer of record and/or the architect of record.

R4405.10.3 Design and construction.

R4405.10.3.1 Design and construction shall be in accor-

dance with Chapter 18 of ACI 318.

R4405.10.3.2 Calcium chloride shall not be used in con-

crete for prestressed members.

R4405.10.4 Tendon and anchorage zones.

R4405.10.4.1 Reinforcement shall be provided where re-

quired in tendon anchorage zones to resist bursting, split-

ting, and spalling forces induced by tendon anchorage.

Regions of abrupt change in section shall be adequately re-

inforced.

R4405.10.4.2 End blocks shall be provided where required

for support bearing or for distribution of concentrated

prestressing forces.

R4405.10.4.3 Post-tensioning anchorage and supporting

concrete shall be designed to resist maximum jacking force

for strength of concrete at time of prestressing.

R4405.10.4.4 Post-tensioning anchorage zones shall be de-

signed to develop the guaranteed ultimate tensile strength of

prestressing tendons using a strength reduction factor of

0.90 for concrete.

R4405.10.5 Corrosion protection for unbondedprestressing tendons.

R4405.10.5.1 Unbonded tendons shall be completely

coated with suitable material to ensure corrosion protection.

R4405.10.5.2 Tendon wrapping shall be continuous over

the entire length to be unbonded, and shall prevent intrusion

of cement paste or loss of coating materials during concrete

placement.

R4405.10.6 Post-tensioning ducts.

R4405.10.6.1 Ducts for grouted or unbonded tendons shall

be mortar-tight and nonreactive with concrete, tendons or

filler material.

R4405.10.6.2 Ducts for grouted single wire, strand or bar

tendons shall have an inside diameter at least 1/4 inch (6.3

mm) larger than tendon diameter.

R4405.10.6.3 Ducts for grouted multiple wire, strand or bar

tendons shall have an inside cross-sectional area at least two

times the net area of the tendons.

R4405.10.7 Grout for prestressing tendons.

R4405.10.7.1 Grout shall consist of Portland cement and

water; or Portland cement, sand and water.

R4405.10.7.2 Materials for grout shall conform as specified

in ACI 318 and be as follows:

1. Portland cement.

2. Water content shall be minimum necessary for proper

pumping of grout; however, water-cement ratio shall

not exceed 0.45 by weight.

3. Sand, if used, shall conform to Standard Specifica-

tions for Aggregate for Masonry Mortar, ASTM C

144, except that gradation may be modified as neces-

sary to obtain satisfactory workability.

4. Admixtures conforming to ACI 318 and known to

have no injurious effects on grout, steel or concrete

may be used. Calcium chloride shall not be used.

5. Water shall not be added to increase grout flow ability

that has been decreased by delayed use of grout.

6. Grout temperatures shall not be above 90ºF (32ºC)

during mixing and pumping.

R4405.10.8 Protection for prestressing tendons. Burning or

welding operations in the vicinity of prestressing tendons shall

be carefully performed, so that tendons are not subject to ex-

cessive temperatures, welding sparks or ground currents.

R4405.10.9 Application and measurement of prestressingforce.

R4405.10.9.1 Prestressing force shall be determined by

both of the following methods and the cause of any differ-

ence in force determination that exceeds 5 percent shall be

ascertained and corrected.

1. Measurement of tendon elongation. Required elonga-

tion shall be determined from average load-elonga-

tion curves for prestressing tendons used.

2. Observation of jacking force on a calibrated gauge or

load cell or by use of a calibrated dynamometer.

R4405.10.9.2 Where transfer of force from bulkheads or

pretensioning bed to concrete is accomplished by flame cut-

ting prestressing tendons, cutting points and cutting se-

quence shall be predetermined to avoid undesired

temporary stresses.

R4405.10.9.3 Long lengths of exposed pretensioned strand

shall be cut near the member to minimize shock to concrete.

R4405.10.9.4 Total loss of prestress as a result of

unreplaced broken tendons shall not exceed 2 percent of to-

tal prestress.

R4405.10.10 Post-tensioning anchorages and couplers.





R4405.10.10.1 Couplers shall be placed in areas approved

by the licensed engineer and enclosed in housing long

enough to permit necessary movements.

R4405.10.10.2 In unbonded construction subject to repeti-

tive loads, special attention shall be given to the possibility

of fatigue in anchorages and couplers.

R4405.10.10.3 Anchorage and end fittings shall be perma-

nently protected against corrosion.

SECTION R4405.11HIGH-VELOCITY HURRICANE ZONES —PNEUMATICALLY PLACED CONCRETE

(SHOTCRETE)

R4405.11.1 General.

R4405.11.1.1 Pneumatically placed concrete is a propor-

tioned combination of fine aggregate Portland cement and

water which, after mixing, is pneumatically projected by air

directly onto the surface to which it is to be applied.

R4405.11.1.2 Pneumatically placed concrete shall conform

to all requirements of Specifications for Materials, Propor-

tioning and Application of Shotcrete, ACI 506.2 published

by the American Concrete Institute, except as modified

herein.

R4405.11.1.3 Pneumatically placed concrete shall be com-

posed of Portland cement, aggregate and water propor-

tioned to produce a concrete suitable for pneumatic

application.

R4405.11.1.4 Concrete ingredients shall be selected and

proportioned in a manner that will produce concrete which

will be extremely strong, dense and resistant to weathering

and abrasion.

R4405.11.2 Sampling and testing cement and aggregate.The contractor shall determine the source, kind and quality of

the cement and aggregates to be used in the work well in ad-

vance of the time scheduled for starting the work and when so

directed by the building official shall submit such information

for approval before starting shotcrete operation.

R4405.11.3 Surface preparation. To ensure adequate bond,

the newly chipped and sandblasted surface shall be thoroughly

moistened with water prior to application of shotcrete. In no in-

stance shall shotcrete be applied in an area where free running

water exists.

R4405.11.4 Proportioning. Prior to the start of shotcreting, the

contractor shall submit to the licensed engineer the recom-

mended mix as a ratio of cement to aggregate. The recom-

mended mix shall be on the basis of test data from prior

experience.

R4405.11.5 Mixing.

R4405.11.5.1 Shotcrete shall be thoroughly mixed by ma-

chine and then passed through a sieve to remove all large

particles before placing in the hopper of the cement gun.

The mixture shall not be permitted to become damp. Each

batch should be entirely discharged before recharging is be-

gun. The mixer should be cleaned thoroughly enough to re-

move all adherent materials from the mixing vanes and

from the drum at regular intervals.

R4405.11.5.2 Water in any amount shall not be added to the

mix before it enters the cement gun. Quantities of water

shall be controlled by a valve at the nozzle of the gun. Water

content shall be adjusted as required for proper placement,

but shall in no case exceed 4 gallons (15 L) of water per sack

of cement, including the water contained in the aggregate.

R4405.11.5.3 Remixing or tempering shall not be permitted.

Mixed material that has stood 45 minutes without being used

shall be discarded. Rebound materials shall not be reused.

R4405.11.6 Application.

R4405.11.6.1 In shooting walls and columns, application

shall begin at the bottom and the first coat shall completely

embed the reinforcement to the form.

R4405.11.6.2 In shooting beams, application shall begin at

the bottom and a surface at right angles to the nozzle shall be

maintained.

R4405.11.6.3 In shooting slabs, the nozzle shall be held at a

slight angle to the work so that rebound is blown on to the

finished portion where it shall be removed.

R4405.11.6.4 Corners shall be filled first. “Shooting” shall

be from an angle as near perpendicular to the surface as

practicable, with the nozzle held approximately 3 feet (915

mm) from the work, except in confined control. If the flow

of material at the nozzle is not uniform and slugs, sand spots

or wet sloughs result, the nozzleman shall direct the nozzle

away from the work until the faulty conditions are cor-

rected. Such defects shall be replaced as the work pro-

gresses.

R4405.11.6.5 Shotcreting shall be suspended if:

1. Air velocity separates the cement from the sand at the

nozzle.

2. Temperature approaches freezing and the newly

placed shotcrete cannot be protected.

R4405.11.6.6 The time interval between successive layers

in sloping, vertical or overhanging work must be sufficient

to allow initial but not final set to develop. At the time the

initial set is developing, the surface shall be cleaned to re-

move the thin film of laitance in order to provide a good

bond with succeeding applications.

R4405.11.7 Construction joints. Construction joints or day’s

work joints shall be sloped off to a thin, clean, regular edge,

preferably at a 45 degree (0.78 rad) slope. Before placing the

adjoining work, the slope portion and adjacent shotcrete shall

be thoroughly cleaned as necessary, then moistened and

scoured with an air jet.

R4405.11.8 Curing and protection.

R4405.11.8.1 Curing shall be in accordance with ACI

506.2 depending upon atmospheric condition.

R4405.11.8.2 Immediately after placement, shotcrete shall

be maintained in a moist condition for at least the first 24

hours.

R4405.11.8.3 Final curing shall continue for seven days af-

ter placement if Type I Portland cement is used, or for three

days if high-early-strength Type III Portland cement is

used, or until the specified strength is attained. Final curing

may consist of the initial curing process or an approved

moisture-retaining covering.

R4405.11.8.4 Natural curing may be used when relative hu-

midity remains above 85 percent when approved by the li-

censed engineer of record.


LIGHTWEIGHT INSULATING CONCRETE FILLR4405.12.1 Lightweight insulating concrete fill. Material

produced with or without aggregate additions to Portland ce-

ment, water and air to form a hardened material possessing in-

sulating qualities, which, when oven dried shall have a unit

weight no greater than 50 pcf (801 kg/m3).

R4405.12.1.1 Aggregate lightweight insulating concrete.Insulating concrete fill formulated predominantly with

perlite, vermiculite or expanded polystyrene beads. It shall

have a minimum compressive strength of 125 psi (861.8

kPa) when tested in compliance with ASTM C 495 and C

796.

R4405.12.1.2 Cellular lightweight insulating concrete.Insulating concrete fill formulated by mixing a hydrated

cementitious matrix around noninterconnecting air cells

created by the addition of foam concentrates formed from

hydrolyzed proteins or synthetic surfactants. The cured cel-

lular lightweight insulating concrete shall have minimum

compressive strength of 160 psi (1103 kPa) when tested in

compliance with ASTM C 495 and C 796.

R4405.12.1.3 Cellular/aggregate (Hybrid) lightweight in-

sulating concrete. Insulated concrete fill formulated by

combining foam concentrates with low density aggregates

to import properties of both aggregate and cellular light-

weight insulating fill. It shall have a minimum compressive

strength of 200 psi (1379 kPa) when tested in compliance

with ASTM C 495 and C 796.

R4405.12.1.4 Walkability. A term defining the ability of

lightweight insulating fill to withstand anticipated construc-

tion traffic during the roof membrane application without

significant indentations in the lightweight insulating con-

crete fill surface.

R4405.12.2 Inspection.

R4405.12.2.1 Application of all lightweight insulating con-

crete fill roof decks shall be by applicators approved by the

lightweight insulating concrete deck manufacturer. Product

Approval shall be required for all lightweight insulation

concrete fill systems.

R4405.12.2.2 The permit holder shall notify the building

official 48 hours prior to the pouring of lightweight insulat-

ing concrete fill.

R4405.12.2.3 The permit holder shall make available to the

building official a job log with the following minimum

items.

1. Cast density recordings/hour

2. Product evaluation for application

3. Date and job locations identified

4. Results of any field test conducted.

R4405.12.2.4 The building official shall have clear access

and clear path at his option for a walkability inspection of

lightweight insulating concrete fill 24 hours after place-

ment.

R4405.12.3 Testing. The building official may require tests of

the lightweight insulating concrete fill to confirm the fastener

withdrawal resistance, compressive strength or drainage abil-

ity.

R4405.12.3.1 Existing roof assemblies to receive light-

weight insulating concrete fill other than galvanized G-90

steel deck or structural concrete deck shall be tested for up-

lift for adhesion to the substrate to confirm compliance with

design pressure.

R4405.12.4 Materials and limitations of use. Lightweight in-

sulating concrete fill, in conjunction with galvanized formed

steel sheets, shall not be used as a roof deck in areas where

highly corrosive chemicals are used or stored.

R4405.12.4.1 Lightweight insulating concrete fill shall be

poured over bottom slotted galvanized (G-90) steel decking

as follows; cellular, 0.5 percent open; hybrid, 0.75 percent

open, aggregate 1.5 percent open. No lightweight insulating

concrete shall be poured over a painted or non-galvanized

steel deck.

1. Lightweight insulating concrete fill over structural

concrete slabs, twin tees, precast units or other non

venting substrates shall be vented, to allow the escape

of excess moisture

R4405.12.4.2 Minimum thickness of lightweight insulating

concrete fill shall be 2 inches (51 mm) over the top plane of

the substrate unless otherwise specified in the Product Ap-

proval. In all cases, lightweight insulating concrete shall be

of sufficient thickness to receive the specific base ply fas-

tener throughout the roof deck.

R4405.12.4.3 Minimum compressive strength at 28 days

shall be as follows:

1. Aggregate concrete 125 psi (5985 Pa).

2. Cellular type: nailed base sheet 160 psi (7661 Pa).

3. Cellular type: adhered membrane systems 250 psi (11

970 Pa).

R4405.12.4.4 Galvanized coatings of formed steel sheets

shall be in accordance with ASTM A 525 with a minimum

coating designation of G-90. Base steel shall conform to

ASTM A 446, grade A, B, C, D or greater and ASTM A 611

C, D or E.

R4405.12.4.5 Chemical admixtures shall be in compliance

with ASTM C 494. Calcium chloride or any admixture con-

taining chloride salts shall not be used in insulating con-

crete. Fiber reinforcement may be used to control cracking.

Mineral admixtures shall conform to ASTM C 618.

R4405.12.4.6 Vermiculite or perlite shall be in compliance

with ASTM C 332, Group I. Foam concentrates shall be in

compliance with ASTM C 796 and ASTM C 869.



R4405.12.4.7 Mixing, placing and finishing shall be in

compliance with the deck system Product Approval. Slurry

coating, two-density casting and double casting shall be ac-

ceptable per the specific manufacturer’s recommendations.

R4405.12.4.8 If the lightweight insulating concrete deck is

to receive Product Approval for a direct-adhered roofing

system, the deck surface shall be prepared to the require-

ments set forth in the roof system Product Approval.

R4405.12.4.9 All base ply fasteners for use in lightweight in-

sulating concrete roof decks shall have a Product Approval

for use with the specific lightweight insulating concrete roof

system in compliance with manufacturer’s recommendations

and the design pressure of Section R4403.

R4405.12.4.10 The lightweight insulating concrete fill fas-

tener withdrawal shall have a minimum resistance for new

pours of:

1. 60 pounds (267 N) in 28 days when the fastener is in-

stalled and allowed to age in the concrete.

2. 40 pounds (178 N) at time of roofing.

R4405.12.4.11 Lightweight insulating concrete fill system

expansion joint shall be provided at the following locations:

1. Where expansion or contraction joints are provided in

the structural assembly.

2. Where steel framing, structural steel, or decking

change direction.

3. Where separate wings of “L,” “U,” “T” or similar

configurations exist.

4. Where the type of decking changes (for example,

where a precast concrete deck and a steel deck abut).

5. Whenever additions are connected to existing build-

ings.

6. At junctions where interior heating conditions

change.

7. Wherever differential movement between vertical

walls and the roof deck may occur.

R4405.12.4.12 Insulation board with lightweight insulating

concrete fill shall conform to Type I expanded polystyrene

insulation as defined in ASTM C 578. 1. Installation of insu-

lating board in conjunction with lightweight insulating con-

crete shall comply with uplift requirements set forth in

Section R4403. Insulation panels shall be placed in a mini-

mum 1/8 inch (3.2 mm) slurry bed of insulating concrete

while the material is still in a plastic state and shall be cov-

ered with insulating concrete within the same work day of

placement of the insulating panel. The minimum 2 inch (51

mm) continuous pour is required so as not to compromise

the diagram design. Insulation panels shall be provided with

holes and/or slots for keying and/or slots for venting.

R4405.12.4.13 Reinforcing mesh shall be provided when

necessary to meet fire-rating and/or special structural design

requirements. Refer to a specific Product Approval for the

specific requirements applicable to the product being in-

stalled.

1. Fibers may be added where control of plastic shrink-

age and cracking is required. Refer to the Product Ap-

proval for the specific requirements applicable to the

product being installed.

SECTION 4406HIGH-VELOCITY HURRICANE ZONES —

LIGHT METAL ALLOYSR4406.1 Aluminum.

R4406.1.1 Design. Aluminum members shall be designed

by methods admitting of rational analysis according to es-

tablished principles of mechanics.

R4406.1.2 Standards. The following standards are hereby

adopted as set forth in Chapter 43:

1. Specifications for Aluminum Structures, The Alumi-

num Association, Inc.

2. The Aluminum Formed Sheet Building Sheathing De-

sign Guide, The Aluminum Association, Inc.

3. The Commentary on Specifications for Aluminum

Structures, The Aluminum Association, Inc.

4. Engineering Data for Aluminum Structures, The Alu-

minum Association, Inc.

5. Guidelines for Structural Condition Assessment of

Existing Buildings, ANSI/ASCE 11.

R4406.1.3 Workmanship. Aluminum construction shall

be in conformance with the tolerances, quality and methods

of construction as set forth in Section R4406.1.2 and the

American Welding Society’s Structural Welding

Code-Aluminum (D1.2).

R4406.1.4 Definitions.

PRIMARY MEMBER. Structural framing members

providing structural support to other members and/or

surfaces of a structure including, but not limited to

beams, posts, columns, joists, structural gutters, headers,

etc.

SECONDARY MEMBERS. Structural framing mem-

bers which do not provide basic support for the entire

structure, generally including, but not limited to, such

members as purlins, kickplate rails, chair rails, roof or

wall panels, etc.

STRUCTURAL MEMBERS. Members or sections that

provide support to an assembly and/or resist applied loads.

R4406.1.5 Identification. Aluminum for structural ele-

ments shall at all times be segregated or otherwise handled

in the fabricator’s plant so that the separate alloys and tem-

pers are positively identified and, after completion of fabri-

cation, shall be marked to identify the alloy and temper.

Such markings shall be affixed to complete members and

assemblies or to boxed or bundled shipments of multiple

units prior to shipment from the fabricator’s plant.

Exception: Certification by the fabricator and or con-

tractor shall be provided attesting to the alloy and temper

of the material.

R4406.1.6 Allowable unit stresses.

R4406.1.6.1 The design, fabrication and assembly of

aluminum members for building and other structures



shall conform to the standard set forth in Section

R4406.1.2 and as otherwise set forth herein.

R4406.1.6.2 The use of aluminum alloys, other than those

listed in the standard shall provide performance not less

than those required by the standard and as set forth herein.

R4406.1.6.3 Aluminum members shall be limited by the

deflections set forth in Section R4403.2.

R4406.1.7 The building official may require that any struc-

ture using aluminum primary or secondary members be de-

signed by a Florida licensed professional engineer.

R4406.1.7.1 Increases in allowable unit stresses as set

forth for wind loads in Section R4403.2 shall be applica-

ble to aluminum structural members except that allow-

able unit stresses thus increased shall not exceed 75

percent of the minimum yield strength.

Exception: No increase in allowable stresses caused

by wind loads shall be permitted for aluminum sheet

decking, siding and cladding.

R4406.1.7.2 In addition to flexural and shearing stresses,

the critical factors of buckling, fatigue, stress raisers such

as notches or holes or shape reentrant corners, deflection

and connections shall be considered and provided for by

proper design.

R4406.1.7.3 All solid roof systems shall be designed for

a minimum 30 psf (1436 Pa) live load.

R4406.1.7.4 All buildings and structures shall be de-

signed to resist uplift. In the case of placement on exist-

ing slabs and foundations, sufficient information and

calculations shall be provided by the professional engi-

neer and/or architect to verify the ability of the slab or

foundation to resist uplift loads.

R4406.1.7.5 All connection devices shall be rated by

load testing by an approved testing laboratory.

R4406.1.7.5.1 All expansion anchors shall not be in-

stalled less than 3 inches (76 mm) from the edge of

concrete slab and/or footings. All expansion anchors

shall develop an ultimate withdrawal resisting force

equal to four times the imposed load, with no stress in-

crease for duration of load.

R4406.1.8 Fabrication and construction details.

R4406.1.8.1 Connections. Aluminum members shall be

designed as set forth in the standards in Section

R4406.1.2.

R4406.1.8.1.1 Fasteners. Bolts and other fasteners

shall be aluminum, stainless steel, hot-dip or elec-

tro-galvanized steel. Double cadmium plated steel

bolts may also be used.

R4406.1.8.1.2 Painting. Except as prescribed in Sec-

tion R4406.1.8.4, painting or coating of aluminum al-

loy parts shall be required only when called for on the

plans.

R4406.1.8.1.3 Welding. Aluminum parts shall be

welded with an inert-gas-shielded arc or resistance

welding process. No welding process that requires a

welding flux shall be used. Filler alloys complying

with the requirements of the standard in this section

shall be used.

R4406.1.8.1.4 Welder qualifications. All welding

of structural aluminum member shall be performed

by certified welders.

R4406.1.8.1.5 Erection. During erection, structural

aluminum shall be adequately braced and fastened to

resist dead, wind and erection loads.

R4406.1.8.2 Structural aluminum decking and sid-ing.

R4406.1.8.2.1 Aluminum sections spanning between

supports shall be limited in span to satisfactorily sup-

port the positive and negative loads set forth in Sec-

tion R4403.2. The deflection of decking shall not

exceed that set forth in Section R4403.2.

R4406.1.8.2.2 Aluminum sheet used for roof decking

or siding shall be not less than 0.032 inch (0.8 mm) in

thickness.

R4406.1.8.2.3 Aluminum sheets shall be secured to

the supports to adequately resist positive and negative

loads. Attachments shall be at intervals not exceeding

8 inches (203 mm) o.c. and shall be secured to each

other at side laps at intervals as required by rational

analysis and/or tests, but shall not exceed 12 inches

(305 mm) o.c.

R4406.1.8.2.4 Fasteners shall have a head, and/or be

provided with washers not less than 1/2 inch (13 mm)

in diameter.

R4406.1.8.2.5 Fasteners located at end laps shall be

placed not more than 2 inches (51 mm) nor less than 1

inch (25 mm) from the end of overlapping sheets.

R4406.1.8.2.6 Where roof or wall cladding is of alu-

minum, an approved membrane to protect against wa-

ter intrusion to the interior shall be provided or the

aluminum cladding shall be designed and constructed

with an approved continuous edge-interlock, overlap

or seam to prevent water intrusion.

R4406.1.8.3 Nonstructural aluminum decking andsiding.

R4406.1.8.3.1 Nonstructural aluminum sheets shall

be backed with cladding as set forth in Section R4409

and Section R4410.

R4406.1.8.3.2 Nonstructural aluminum sheets shall

have a minimum thickness of 0.032 inches (0.8 mm).

R4406.1.8.3.3 An approved membrane to protect

against water intrusion shall be provided or the alumi-

num. cladding shall be designed and constructed with

an approved continuous edge-interlock, overlap or

seam to prevent water intrusion.

R4406.1.8.3.4 Nonstructural decking and siding shall

be attached as set forth in Section R4406.1.8.2 except

that the attachment of aluminum residential siding

shall be by rational analysis and/or tests using a mini-

mum 0.120-inch (3 mm) diameter aluminum nails of

sufficient length to penetrate studs a minimum of 2



inches (51 mm). Nails at wood studs shall be as re-

quired by rational analysis and/or tests, but spaced not

greater than 24 inches (610 mm) o.c. horizontally and

no greater than 8 inches (203 mm) o.c. vertically.

R4406.1.8.4 Dissimilar materials.

R4406.1.8.4.1 Aluminum may contact compatible

metals such as, but not limited to:

1. Nonmagnetic stainless steel provided the con-

tacting surfaces and any attachments are en-

closed for protection from the weather.

2. Zinc.

3. White bronze.

R4406.1.8.4.2 Aluminum contacting metals not con-

sidered compatible shall be protected as follows:

1. Painting the dissimilar metal with a prime coat

of zinc-chromate primer or other suitable

primer, followed by one or two coats of alumi-

num metal-and-masonry paint or other suitable

protective coating, excluding those containing

lead pigmentation.

2. Painting the dissimilar metal with a coating of a

heavy-bodied bituminous paint.

3. Placing a good quality caulking material be-

tween the aluminum and the dissimilar metal.

4. Applying a nonabsorptive tape or gasket.

5. Hot-dip galvanizing or zinc-plating steel mem-

bers after fabrication.

R4406.1.8.4.3 Dissimilar metals shall be painted if

used in locations where drainage from them passes

over aluminum.

R4406.1.8.4.4 Aluminum surfaces in contact with

lime-mortar, concrete, or other masonry materials,

shall be protected with alkali-resistant, coatings, such

as heavy-bodied bituminous paint or water-white

methacrylate lacquer.

R4406.1.8.4.5 Aluminum in contact with wood or

other absorbing materials which may become repeat-

edly wet shall be painted with two coats of aluminum

metal-and-masonry paint or a coat of heavy-bodied

bituminous paint, or the wood or other absorbing ma-

terial shall be painted with two coats of aluminum

house paint and the joints sealed with a good quality

caulking compound.

R4406.1.8.4.6 Where aluminum is in contact with

treated wood, wood shall be treated with

pentachlorophenol, 5 percent minimum concentra-

tion, or creosote, or zinc naphthanate, following the

protect ive measures out l ined in Sect ion

R4406.1.8.4.5.

R4406.1.8.5 Expansion and contraction. Aluminum

work shall be designed and anchored so that the work

will not be distorted nor the fasteners over-stressed from

the expansion and contraction of the metal.

SECTION 4407HIGH-VELOCITY HURRICANE ZONES —

MASONRYR4407.1 Masonry shall be designed by a method admitting of

rational analysis based on established principles of mechanics.


QUALITY, TESTS, AND APPROVALSR4407.2.1 Quality. The quality of materials assembled into

masonry and the method and manner of their assembly shall

conform to the requirements of this section.

R4407.2.1.1 Workmanship. Masonry construction shall

be in conformance with the tolerances, quality and methods

of construction as set forth in standards referenced in this

section; the Portland Cement Association Concrete Ma-

sonry Handbook, ANSI A41.1, A41.2 and AWS Structural

Welding Code: Reinforcing Steel (D1.4).

R4407.2.1.2 Other materials. A material of masonry, other

than set forth herein, which is incombustible and otherwise

sufficiently embodies the characteristics and satisfies the re-

quirements of one of the materials herein may be approved by

the building official, subject to such tests as may be pre-

scribed.

R4407.2.2 Tests.

R4407.2.2.1 The building official may require materials

to be subjected to tests to determine their quality when-

ever there is reason to believe that a material is no longer

up to the standards on which the approval was based. The

cost of such tests shall be borne by the person or persons

proposing to use or continue to use such material or prod-

uct.

R4407.2.2.2 Materials shall be tested in accordance with

the standard specifications of the ASTM International

(ASTM) as such standard specifications are noted in this

section.

R4407.2.3 Approvals.

R4407.2.3.1 Only such masonry units as bear the approval

of the building official and are manufactured or fabricated

by plants having a certificate of competency issued by the

authority having jurisdiction, shall be considered accept-

able for the construction of buildings or other structures.

R4407.2.3.2 Approval of masonry units and manufacturing

or fabricating plants shall be for periods not to exceed one

year and may be obtained upon application and the submis-

sion of certificates of tests in accordance with the provisions

of this section.

R4407.2.3.3 The provisions for tests for approval of ma-

sonry units shall not be construed as in lieu of any tests oth-

erwise required under this section.

R4407.2.3.4 Failure of a manufacturer of masonry units to

obtain approval or to submit tests as required in this section,

or such additional tests as the building official may require,

shall be cause for rejection of such masonry units.

R4407.2.4 Brick.



R4407.2.4.1 General. Brick shall include masonry units

usually 21/4 inches (57 mm) thick, 33/4 inches (95 mm)

wide, and 8 inches (203 mm) long, and not less than 75 per-

cent solid.

R4407.2.4.2 Tests. Tests shall be conducted in accordance

with Standard Methods of Testing Brick, ASTM C 67.

R4407.2.4.3 Quality.

R4407.2.4.3.1 Burned clay or shale brick shall conform

to either the standard Specification for Building Brick

(Solid Masonry Units made from Clay or Shale), ASTM

C 62, the Standard Specification for Facing Brick (Solid

Masonry Units made from Clay or Shale), ASTM C 216

or the Standard Specification for Hollow Brick (Hollow

Masonry Units made from Clay or Shale), ASTM C 652.

R4407.2.4.3.2 Sand-lime brick shall conform to the

Standard Specification for Concrete Building Brick,

ASTM C 55.

R4407.2.4.3.3 Concrete brick shall conform to the Stan-

dard Specification for Concrete Building Brick, ASTM C

55.

R4407.2.5 Stone. Stone for masonry shall be hard and durable.

R4407.2.6 Cast stone. Cast stone shall be made of Portland ce-

ment, aggregates and water with or without admixtures. Cast

stone for load-bearing masonry or where exposed to the

weather shall have an average compressive strength, at 28

days, of at least 3,000 psi (20.7 MPa) and shall have not more

than 7 percent water absorption by weight.

R4407.2.7 Concrete blocks.

R4407.2.7.1 General.

R4407.2.7.1.1 Concrete blocks shall be made of Port-

land cement, water and approved aggregates. The mate-

rials shall conform to the requirements for the materials

of concrete specified in Section R4405, and the finished

units shall meet the requirements of this section.

R4407.2.7.1.2 Concrete blocks used for fire-resistive

walls rated 2 hours or more, or used for load-bearing or

exterior walls, shall have a minimum face shell thickness

of 11/4 inches (32 mm), a minimum web thickness of 1

inch (25 mm), and shall have a net cross-sectional area

not less than 50 percent of the gross section.

R4407.2.7.1.3 Concrete blocks for other purposes shall

have wall and web thickness of not less than 3/4 inch (19

mm).

R4407.2.7.1.4 Where masonry walls are required by this

code to be 8 inch (203 mm) thickness, hollow concrete

blocks units may be 75/8 by 75/8 by 155/8 inches (195 by

195 by 398 mm) modular dimension with corresponding

widths for tie columns and tie beams.

R4407.2.7.2 Quality. Standard units of hollow concrete

block shall conform to the Standard Specification for Hol-

low Load-Bearing Concrete Masonry Units, ASTM C 90,

except that the maximum moisture content shall not exceed

50 percent of the total absorption.

R4407.2.8 Structural clay tile.

R4407.2.8.1 Limitations. All hollow burned clay wall tile

used for fire-resistive walls rated 2 hours or more,

load-bearing or exterior walls shall be load-bearing tile.

R4407.2.8.2 Tests. Tests shall be conducted in accordance

with the Standard Methods of Sampling and Testing Struc-

tural Clay Tile, ASTM C 212.

R4407.2.8.3 Quality.

R4407.2.8.3.1 Structural clay load-bearing wall tile

shall conform to the Standard Specification of Structural

Clay Load-Bearing Wall Tile, ASTM C 34.

R4407.2.8.3.2 Structural clay floor tile shall conform to

the Standard Specification for Structural Clay Floor

Tile, ASTM C 57.

R4407.2.8.3.3 Structural clay nonload-bearing tile shall

conform to the Standard Specification for Structural

Clay Nonload-Bearing Tile, ASTM C 56.

R4407.2.9 Gypsum tile.

R4407.2.9.1 Limitations. Precast gypsum shall not be used

in load-bearing masonry or in any masonry that will be ex-

posed to the weather.

R4407.2.9.2 Tests. Tests shall be made in accordance with

the Chemical Analysis of Testing Gypsum and Gypsum

Products, ASTM C 471, Physical Testing of Gypsum Plas-

ters and Gypsum Cement, ASTM C 472, and Physical Test-

ing of Gypsum Board Products and Gypsum Partition Tile

and Block, ASTM C 473.

R4407.2.9.3 Quality. Gypsum partition tile or block shall

conform to the Standard Specification for Gypsum Tile or

Block, ASTM C 52, Chemical Analysis of Testing Gypsum

and Gypsum Products, ASTM C 471, Physical Testing of

Gypsum Plasters and Gypsum Cement, ASTM C 472, and

Physical Testing of Gypsum Board Products and Partition

Tile and Block, ASTM C 473.

R4407.2.10 Plain concrete. Plain concrete is concrete cast in

place and not reinforced, or reinforced only for shrinkage or

change of temperature. Plain concrete shall be mixed, placed

and cured as specified for concrete in Section R4405. The min-

imum strength of regular concrete shall be not less than 2,000

psi (13.8 MPa) in 28 days. The minimum strength of light-

weight aggregate concrete shall be not less than 500 psi (3.5

MPa) in 28 days.

R4407.2.11 Plain gypsum concrete. Plain gypsum concrete is

gypsum concrete cast in place and either unreinforced or rein-

forced for shrinkage.

R4407.2.12 Mortar.

R4407.2.12.1 General. Except as otherwise set forth

herein, all mortars and the materials therein shall conform to

the Standard Specifications for Mortar of Masonry Units,

ASTM C 270.

R4407.2.12.1.1 The gradation of aggregates for ma-

sonry mortar shall be such that the fineness modulus is

between 1.20 and 2.35 when determined in accordance

with the Standard Specifications for Aggregate for Ma-

sonry Mortar, ASTM C 144.



R4407.2.12.1.2 Aggregates shall be quarried or washed

in fresh water and shall contain not more than 1/20 of 1

percent salt by weight.

MORTAR STRENGTH PROPERTY SPECIFICATIONS

Type

Minimum Average Strength

(psi) (MPa)

M 2500 (17.2)

S 1800 (12.4)

N 750 (5.2)

O 350 (2.4)

R4407.2.12.1.3 Mortar used to bond unit masonry shall

be of Type M, S, N or O and shall comply with either the

property specifications set forth hereinafter or the pro-

portion specifications of the standard set forth in

R4407.2.12.1.

R4407.2.12.1.4 The type of mortar based on consider-

ation of the location of the unit masonry shall be as fol-

lows:

USE OF LOCATION TYPE OF MORTAR

Below grade foundations and walls M

Swimming pool walls and retaining walls M

Fire resistive walls rated 2 hours or more M or S

Exterior walls and load bearing walls M or S

Piers less than 32 inches wide M or S

Partitions M, S or N

Solid masonry unitsOne classification less

than that above

Mortar or grout under concentrated loads M

Fences M, S, N or O

Gypsum Gypsum

For SI: 1 inch = 25.4 mm.

R4407.2.12.1.5 All solid unit masonry shall be laid in

full beds with full end joints. All hollow unit masonry

shall be laid with full mortar coverage of the face shells

in both horizontal and vertical joints.


ALLOWABLE UNIT STRESSES IN UNIT MASONRYR4407.3.1 Compression.

R4407.3.1.1 Allowable working compressive stresses in

masonry walls shall not exceed the limits in pounds per

square inch (MPa) of gross area in the following table:

UNITTYPE N ORO MORTAR

TYPE M ORS MORTAR

Brick 200 (1.4) 300 (2.1)

Stone 450 (3.1) 600 (4.1)

Rubble Stone 200 (1.4) 300 (2.1)

Concrete Blocks 100 (0.7) 150 (1.0)

Clay Tile 80 (0.55) 100 (0.7)

R4407.3.1.2 The maximum allowable working stress in

plain concrete shall be the following percentage of the ulti-

mate strength of the concrete in compression:

Compression 0.20 fc

Shear and diagonal tension 0.02 fc

Where fcrepresents the ultimate compressive strength.

R4407.3.2 The shear in unit masonry shall not exceed 1/10 the

allowable compressive stress.

R4407.3.3 Un-reinforced unit masonry shall be assumed to

have no value in resisting axial tension (uplift). Flexural ten-

sion is allowed in unreinforced masonry per ACI 530.

R4407.3.4 Concentrations. Walls of hollow masonry units

shall not directly support concentrated loads.


CONSTRUCTION DETAILSR4407.4.1 General.

R4407.4.1.1 Masonry walls of hollow or solid units or plain

concrete shall be constructed as specified in this section.

R4407.4.1.2 Designed reinforced concrete walls, columns

and beams shall be as specified in Section R4405, except

that such designed columns and beams shall be not less than

the equivalent of the minimums herein set forth.

R4407.4.1.3 Reinforced concrete required in this section

shall comply with Section R4405, Reinforced concrete.

R4407.4.1.4 Second-hand masonry units shall not be used

unless they conform to the requirements of this code, are

sound and have been thoroughly cleaned and are approved

for use by the building official.

R4407.4.1.5 Bond shall be provided by lapping ends in suc-

cessive vertical courses.

R4407.4.1.6 Minimum No. 9 gauge horizontal joint rein-

forcing, ladder type for reinforced masonry and truss type

for all others shall be provided. This reinforcement shall ex-

tend 4 inches (102 mm) into tie columns or be tied to struc-

tural columns with approved methods where structural

columns replace the tie columns.

R4407.4.2 Exterior walls.


R4407.4.2.1.1 Exterior walls of unit masonry shall have

a minimum thickness of 8 inches (203 mm) except as

otherwise set forth in Sections R4407.2.7.1.4 and

R4407.4.2.11



R4407.4.2.1.2 No roof or other members shall be placed

to develop direct horizontal thrust on walls unless such

walls are specifically designed.

R4407.4.2.1.3 The maximum area of wall panels of 8

inch (203 mm) thick unit masonry, as measured between

the concrete members which frame the panel such as the

beams and tie columns, shall not exceed 240 square feet

(22.3 m2), except as set forth in Section R4407.4.2.2.

R4407.4.2.2 Tie columns.

R4407.4.2.2.1 Concrete tie columns shall be required in

exterior walls of unit masonry. Concrete tie columns

shall be required at all corners, at intervals not to exceed

16 feet (4.9 m) center-to-center of columns, adjacent to

any corner opening exceeding 4 feet (1219 mm) in width,

and at the ends of free-standing walls exceed 2 feet (610

mm) in length. When openings exceed 8 feet (2.4 m) in

width, tie columns shall be provided on each side of all

such openings. All gable and shed end corners shall have

tie columns.

R4407.4.2.2.2 When openings are between 3 feet and 8

feet (914 mm and 2438 mm) in width, such openings

shall have one #5 vertical reinforcing bar at each side.

The vertical bars shall be placed in concrete filled cells

and shall extend into footings and into tie beams. All

such bars shall be continuous from footing to tie beam.

All splices, where needed, shall be 30 inches (762 mm)

minimum.

R4407.4.2.2.3 Tie columns shall be not less than 12

inches (305 mm) in width. Tie columns having an un-

braced height not exceeding 15 feet (4.6 m) shall be not

less in thickness than the wall or less than a nominal 8

inches (203 mm), and, where exceeding 15 feet (4.6 m)

in unbraced height, shall be not less in thickness than 12

inches (305 mm). The unbraced height shall be taken at

the point of positive lateral support in the direction of

consideration or the column may be designed to resist

applicable lateral loads based on rational analysis.

R4407.4.2.2.4 Tie columns shall be reinforced with not

less than four #5 vertical bars for 8 by 12 inch (203 by

305 mm) columns nor less than four #6 vertical bars for

12 by 12 inch (305 by 305 mm) columns nor less rein-

forcing steel than 0.01 of the cross-sectional area for col-

umns of other dimension nor less than may be required to

resist axial loads or bending forces. Vertical reinforcing

shall be doweled to the footing and splices shall be

lapped 30 bar diameters. Columns shall be tied with #2

hoops spaced not more than 12 inches (305 mm) apart.

R4407.4.2.2.5 The concrete tie columns set forth herein

are a minimum to limit masonry panel areas and provide

an integrated framework for masonry. The spacing of

concrete columns for skeleton frame construction, de-

signed as specified in Section R4405, may exceed the

spacing herein set forth provided the masonry panels

have an area less than 240 square feet (22.3 m2) and the

structural system is designed to transmit horizontal wind

loads to the columns.

R4407.4.2.2.6 Concrete tie columns designed to limit

masonry panel areas may be offset at tie beams or other

horizontal members to avoid openings, but the maxi-

mum spacing shall not be exceeded.

R4407.4.2.2.7 Concrete columns in load-bearing walls

shall be poured only after masonry units are in place.

Where masonry walls of skeleton frame construction are

laid up after the frame has been erected, adequate an-

chorage designed by a professional engineer shall be

provided. Where structural steel members are made

fire-resistive with masonry units, the panel walls shall be

bonded to the fire-resistive materials.

R4407.4.2.2.8 Where the minimum spacing of tie col-

umns, as set forth in Section R4407.4.2.2.1, has been sat-

isfied and where structural columns of skeleton frame

construction are spaced as specified in Section

R4407.4.2.2.5, provision for resisting the horizontal and

vertical loads at the edges of masonry panels abutting

door and window openings in masonry walls where

openings are not bounded by such reinforced concrete

columns shall be considered and, where necessary,

transfer the forces through the materials of assembly to

the ground.

R4407.4.2.3 Tie beams.

R4407.4.2.3.1 A tie beam of reinforced concrete shall be

placed in all walls of unit masonry, at each floor or roof

level, and at such intermediate levels as may be required

to limit the vertical heights of the masonry units to 16 feet

(4.9 m). Well compacted and confined soil below grade

may be considered lateral restraint but only above a point

1 foot (305 mm) below the grade where such restraint be-

gins.

R4407.4.2.3.2 Unless otherwise required by design, all

tie beams shall have four #3 ties at 12 inches (305 mm)

o.c. at corners and at each bend and at 48 inches (1219

mm) o.c. elsewhere. A tie beam shall be not less in di-

mension or reinforcing than required for the conditions

of loading nor less than the following minimums: A tie

beam shall have a width of not less than a nominal 8

inches (203 mm), shall have a height of not less than 12

inches (305 mm) and shall be reinforced with not less

than four #5 reinforcing bars placed two at the top and

two at the bottom of the beam except that a tie beam us-

ing “U” type beam block may be used with the following

limitations:

1. Limited to one-story Group R3 occupancy.

2. Limited to unsupported spans of 7 feet (2.1 m).

3. Beam block shall be reinforced with one #7 bar in

the top and one #7 bar in the top of the pour.

4. Beam block shall provide not less than 14 inches

(356 mm) vertical dimension or less than 41/2

inches (114 mm) horizontal dimension of

poured-in-place beam cross-section.

5. Where beam blocks are used, consideration of re-

sistance to uplift caused by wind forces shall be

based on only that portion of the dead load above

the topmost mortar joint in the wall.



R4407.4.2.3.3 The tie beam shall be continuous. Conti-

nuity of the reinforcing in straight runs shall be provided

by lapping splices not less than 30 inches (762 mm).

Continuity shall be provided at corners by bending two

bars from each direction around the corner 30 inches

(762 mm) or by adding two #5 bent bars which extend 30

inches (762 mm) each way from the corner. Continuity at

columns shall be provided by continuing horizontal rein-

forcing through columns or by bending horizontal rein-

forcing in the columns a distance of 18 inches (457 mm).

R4407.4.2.3.4 A tie beam shall not be required where

floor or roof systems provide a rigid diaphragm of rein-

forced concrete with a minimum thickness of 4 inches

(102 mm) or where a floor or roof system has an equiva-

lent stiffness factor of not less than 0.5 cubic inches, as

determined by the moment of inertia divided by the

length. (Per foot of width, measured normal to the plane

of the diaphragm and adequately anchored).

R4407.4.2.3.5 Changes in level of the beams or struc-

tural concrete beams (beam) shall be made at tie columns

or structural concrete columns and said tie columns or

structural concrete columns shall be continuous from

beam to beam.

R4407.4.2.3.6 A tie beam may follow the rake of a gable

or shed end if the slope does not exceed 3:12 and the re-

quirements of Sect ions R4407.4.2 .1 .2 and

R4407.4.2.1.3 are met.

R4407.4.2.3.7 The concrete in tie beams shall be placed

to bond to the masonry units immediately below and

shall not be separated therefrom by wood, felt or any

other material which may prevent bond. Felt paper no

wider than the width of the cells of the block may be used

provided that it is depressed a minimum of 2 inches (51

mm) in one cell of each block.

R4407.4.2.3.8 Tie beams subject to uplift and lateral

wind forces shall be sized and designed to resist all such

forces. Tie beams over openings shall be sized and de-

signed to resist dead and live loads combined with wind

loads, whichever governs.

R4407.4.2.4 Gable end and shed end walls. All masonry

structures with gable end and shed end (half gable) walls

shall have such end walls constructed of masonry, only in

accordance with this section. A horizontal tie beam shall be

provided in line with the lower ends of the gables and sheds,

except as permitted in Section R4407.4.2.3.6 above, and de-

signed in accordance with Sections R4407.4.2.1.2 and

R4407.4.2.1.3, and load requirements as set forth in Section

R4403. A concrete coping following the rake of the gable,

not less than 64 square inches (413 cm2) in area reinforced

with two #5 bars shall be provided. Tie columns at gable and

shed ends shall be provided. Any intermediate tie columns

required within the gable shall extend to the coping beam.

Tie beams resting on masonry which are not subject to uplift

and lateral wind forces shall be provided according to Sec-

tion R4407.4.2.3.2.

R4407.4.2.5 Parapet walls.

R4407.4.2.5.1 Masonry parapet walls shall be not less

than 8 inches (203 mm) thick, shall be reinforced with

minimum tie columns and shall be coped with a concrete

beam not less than 64 square inches (413 cm2) in

cross-section, reinforced with two #4 reinforcing bars.

R4407.4.2.5.2 A parapet wall exceeding 5 feet (1524

mm) in height above a tie beam or other point of lateral

support shall be specifically designed to resist horizontal

wind loads.

R4407.4.2.6 Piers.

R4407.4.2.6.1 In any section of a masonry wall of an en-

closed structure where openings are arranged to leave

sections of walls less than 16 inches (406 mm), such sec-

tions shall be steel or reinforced concrete.

R4407.4.2.6.2 Isolated masonry piers of unenclosed

structures shall be so constructed that the height of such

piers shall not exceed 10 times the least dimension, that

the cells are filled with cement grout and reinforced with

not less than two #5 bars anchoring the beam to the foun-

dation.

R4407.4.2.7 Cavity walls.

R4407.4.2.7.1 Cavity walls consisting of two separate

walls with an air space of not less than 2 nor more than 6

inches (51 to 152 mm) may be constructed of solid or

hollow-unit masonry provided such walls meet the spe-

cific requirements for tie columns and beams set forth in

this section and are bonded together at intervals not more

than 24 inches (610 mm) apart, vertically and horizon-

tally, by masonry ties or by durable, rigid metal ties 0.10

square inch (64.5 mm2) in cross-section.

R4407.4.2.7.2 The minimum thickness of the separate

walls of cavity wall construction shall be 4 inches (102

mm), and units shall be laid in full beds of Portland ce-

ment mortar with full-end joints.

R4407.4.2.8 Brick and stone walls. Walls of brick and

stone shall be laterally supported by tie columns and beams,

or the equivalent thereof, as provided in this section and

shall meet these additional requirements:

1. In all brick walls at least every sixth course on both

sides of the wall shall be a header course or there shall

be at least one full header in every 72 square inches

(465 cm2) of each wall surface.

2. In walls more than 12 inches (305 mm) thick, the in-

ner joints of header courses shall be covered with an-

other header course that shall break joints with the

course below.

3. Solid-unit masonry shall comply with the standard

Building Code Requirements for Masonry, ANSI

A41.1.

4. Rubble stone walls shall be 4 inches (102 mm) thicker

than is required for solid brick or concrete walls of the



same respective heights, but in no part less than 16

inches (406 mm).

R4407.4.2.9 Substitutions.

R4407.4.2.9.1 Where, for architectural reasons or other-

wise, it is desirable to reduce the area of any required tie

column or tie beam below the specified requirements, the

building official may grant such reduction, provided that

the area of concrete omitted shall be replaced by rein-

forcing or structural steel in the ratio 1:(n-1) where “n” is

def ined as the Modular Ratio of Elast ic i ty

(Esteel/Econcrete).

R4407.4.2.9.2 Where it is desired to substitute for the #5

reinforcing as required by this section, three #4 bars may

be substituted to replace two #5 bars.

R4407.4.2.10 Wall additions. Where new walls are con-

nected to existing walls, such connection shall be by means

of a starter column of minimum 8 by 8 inches (203 by 203

mm) dimension reinforced with two #5 bars.

R4407.4.2.11 Chases, recesses and openings.

R4407.4.2.11.1 Unit masonry walls required to be a min-

imum of 8 inches (203 mm) thick, such as exterior walls,

fire walls and bearing walls, may be chased or recessed

not deeper than one-half the wall thickness for an area

not exceeding 8 square feet (0.74 m2), provided the hori-

zontal dimension of the chase or recess does not exceed 4

feet (1219 mm) and provided the chasing shall not re-

duce the dimension of tie beams and tie columns to less

than herein required, except as follows:

Exception: Four-inch (102 mm) deep chases or re-

cesses in 8 inch (703 mm) unit masonry walls may be

constructed with 4-inch (102 mm) unit masonry pan-

els provided such - inch (102 mm) unit masonry panel

does not exceed 5 feet (1524 mm) in width, does not

exceed 8 feet (2.4 m) in height, is bonded on one verti-

cal side to 8 inch (203 mm) masonry or a tie column,

and is not load bearing. Where such panel exceeds 2

feet (610 mm) in width at locations 20 feet (6.1 m) or

more above grade in exterior walls, resistance to wind

load shall be considered in the design, and a minimum

of 4-inch by 8-inch (102 mm by 203 mm) tie column

with two #5 vertical bars shall be provided in the free

standing end of such 4-inch (102 mm) wall.

R4407.4.2.11.2 Openings shall have lintels of reinforced

concrete. Where such lintel is precast or formed sepa-

rately from a tie beam, it shall bear not less than nominal

8 inches (203 mm) on the masonry, at each end except as

may otherwise be approved for compliance with this

code by Product Approval, or after rational analysis, but

not less than 4 inches (102 mm). Where such lintel is

formed integrally with the tie beam by deepening the tie

beam above the opening, and the tie beam itself is capa-

ble of safely supporting all loads, the beam may span up

to 6 feet (1.8 m) in length and may be deepened not to ex-

ceed 8 inches (203 mm) without additional reinforcing.

Where the tie beam is deepened in excess of 8 inches

(203 mm) with a span less than 6 feet (1.8 m) in length,

and the tie beam itself is capable of supporting all loads,

the dropped portion shall contain a #3 horizontal bar at

the bottom, bent up at each end and fastened to the upper

tie beam steel or two #4 horizontal bars. The dropped

portion shall bear at least 4 inches (102 mm) on the ma-

sonry at each end. Where the span is in excess of 6 feet

(1.8 m), the principal beam reinforcing shall be at the

bottom of the beam.

R4407.4.2.12 Glass block.

R4407.4.2.12.1 Masonry of glass unit masonry may be

used in nonload-bearing exterior or interior walls and in

openings which might otherwise be filled with windows,

either isolated or in continuous bands, provided the glass

unit masonry panels have a thickness of not less than 31/2

inches (89 mm) at the mortar joint and the mortared sur-

faces of the units are satisfactorily treated for mortar

bonding.

R4407.4.2.12.2 Glass unit masonry panels for exterior

walls shall have a Product Approval.

R4407.4.2.12.3 Exterior unit masonry panels shall be set

in recesses at the jambs and, for panels exceeding 10 feet

(3 m) in horizontal dimension between supports, at the

head as well, to provide a bearing surface at least 1 inch

(25 mm) wide along the panel edges; except that when

approved by the building official for panels exceeding

neither 100 square feet (9.3.m2) in area nor 10 feet (3 m)

in either horizontal or vertical dimension, and situated

four stories or less, and less than 52 feet (15.8 m) above

grade level, anchorage may be provided by means of

noncorrodible perforated metal strips.

R4407.4.2.12.4 Glass unit masonry panels shall have re-

inforcement in the mortar joints spaced not more than 2

feet (610 mm) apart vertically and below and above any

openings within a pane. The reinforcement shall consist

of two parallel longitudinal galvanized steel wires, No. 9

gauge or larger, spaced 2 inches (51 mm) apart, and

welded to No. 14 or heavier cross wires at intervals not

exceeding 8 inches (203 mm), or the equivalent ap-

proved by the building official.

R4407.4.2.12.5 Glass unit masonry shall be laid in only

Type M or S mortar or equivalent approved material.

Both vertical and horizontal mortar joints shall be at least1/4 inch (6 mm) and not more than 3/8 inch (9.5 mm) thick

and shall be completely filled.

R4407.4.2.12.6 Every exterior glass unit masonry panel

shall be provided with expansion joints at the sides and

top. Expansion joints shall be entirely free of mortar, and

shall be filled with resilient material.

R4407.4.2.12.7 Glass masonry units required to provide

a fire resistance rating shall comply with Section

R4407.4.1.12.8 or shall be fire tested and listed for their

intended use.

R4407.4.2.12.8 View panels in 1-hour fire-resistant

walls shall be limited to glass unit masonry panels in-

stalled in steel channels, or panel anchor framing may be

used where a 3/4-hour fire rating is required. Three and

seven-eighths inch (98 mm) thick glass masonry unit

shall be limited to 120 square feet (1.1 m2) with no di-



mension greater than 12 feet (3.7 m) for masonry wall

construction or to 94 square feet (8.7 m2) with no dimen-

sion greater than 10.75 feet (3.3 m) for nonmasonry wall

construction. Three and one-eighths inch (79 mm) thick

glass masonry units shall be limited to 100 square feet

(9.3 m2) with no dimension greater than 10 feet (3 m) for

masonry wall construction or to 94 square feet (8.7 m2)

with no dimension greater than 10.75 feet (3.3 m) for

nonmasonry wall construction. Three inches (76 mm)

thick glass masonry units shall be limited to 100 square

feet (9.3 m2) with no dimension greater than 12 feet (3.7

m) for masonry wall construction or to 94 square feet

(8.7 m2) with no dimension greater than 10 feet (3 m) for

nonmasonry wall construction.

View panels in 2-hour fire resistant walls shall be lim-

ited to glass masonry units installed in steel channels and

with a water curtain in conformance with NFPA 13 on

each side at interior walls or at the interior of exterior

walls. Three and seven-eighths inch (98 mm) thick glass

masonry units shall be limited to 100 square feet (9.3 m2)

with no dimension greater than 10 feet (3 m).

The view panel assembly shall not exceed 25 percent

of the wall separating a tenancy from a corridor or a cor-

ridor from an enclosed vertical opening or one fire-rated

area from another fire-rated area.

Maximum 3/4-hour fire-rated glass masonry units con-

struction shall be used at nonmasonry wall construction.

Panel anchors shall be provided at sill and jambs in

nonmasonry wall construction using panel anchor fram-

ing. A fire retardant sealant shall be used at all channel

and panel anchor framing. Expansion material at heads

and jambs shall be either fibrous glass or mineral wool.

All fire rated glass masonry units and panels shall con-

form to UL No. 9 and ASTM E 163.

R4407.4.2.12.9 Interior glass masonry unit panels hav-

ing thickness of 37/8 inches (98 mm) shall not exceed 250

square feet (23.2 m2) of unsupported wall surface and in-

terior glass masonry unit panels having thickness of 31/8

inches (79 mm) shall not exceed 150 square feet (13.9

m2) of unsupported wall surface nor more than 25 feet

(7.6 m) in length nor more than 20 feet (6.1 m) in height

between supports.

R4407.4.2.13 Grill block.

R4407.4.2.13.1 Decorative grills or screens constructed

of unit masonry laid with cells open through the wall

shall be as set forth herein or designs shall be based on ra-

tional analysis to resist applicable loads and computa-

tions shall be submitted to the building official for

approval.

R4407.4.2.13.2 Unit masonry grills or screens as de-

scribed in this paragraph shall not be load bearing.

R4407.4.2.13.3 Unit masonry in exterior wall shall be

laid in Type M or S mortar.

R4407.4.3 Interior bearing walls. Interior-bearing walls

shall be constructed as specified in Section R4407.4.2 for exte-

rior walls, except that interior bearing walls in one-story build-

ing of Group H or I occupancy, where not required to be more

than 1-hour fire-resistive, may be constructed of 4 inch (162

mm) concrete block not exceeding 9 feet (2.7 m) in height,

capped with a reinforced concrete beam not less than 4 inches

(102 mm) in width nor less than 12 inches (305 mm) in height,

reinforced with two 1/2-inch rods (12.7 mm), and such walls

shall support only a roof or ceiling not in excess of 700 pounds

per lineal foot (10.2 kN/m) with no chases or recesses.

R4407.4.4 Fire walls. Firewalls shall be constructed as set

forth in Section R4407.4.2 for exterior walls.

R4407.4.5 Panel walls.

R4407.4.5.1 Panel walls of unit-masonry shall be not less

than 8 inches (203 mm) thick and shall be limited in panel

dimension as set forth in Section R4407.4.2.

R4407.4.5.2 Panel walls of reinforced concrete shall be not

less than 4 inches (102 mm) thick nor less than required by

design as specified in Section R4405.

R4407.4.6 Veneered walls.

R4407.4.6.1 Masonry backing.

R4407.4.6.1.1 Veneering or facing on masonry backing

shall not be considered as adding any strength to such

walls and shall be limited in height above foundations or

between proper and adequate supports to 30 feet (9.1 m).

Veneering shall be securely anchored to masonry back-

ing by means of substantial, noncorroding metal wall

ties, spaced not farther apart than 16 inches (406 mm)

vertically or 24 inches (610 mm) horizontally.

R4407.4.6.1.2 Tile veneering, not more than 1 inch (25

mm) thick with individual units not exceeding 20 inches

(508 mm) in any dimension and having not more than

200 square inches (1290 cm2) of surface area with corru-

gations or scoring on the back side thereof, need not be

anchored in accordance with the above requirements but

shall be cemented solid to the backing with Portland ce-

ment mortar so as to provide a continuous integral sup-

port to the backing.

R4407.4.6.2 Wood backing.

R4407.4.6.2.1 In all cases, before applying masonry ve-

neer, a substantial waterproofed paper or asphalt-satu-

rated felt, weighing not less than 14 pounds per 100

square feet (0.68 kg/m2) shall be applied horizontally,

shingle fashion, over diagonal sheathing. Horizontal

joints in the paper or felt shall be lapped not less than 4

inches (102 mm) and vertical end joints not less than 6

inches (152 mm).

R4407.4.6.2.2 Masonry veneer shall be not less than 33/4

inches (95 mm) thick and shall be bonded to the backing

by means of substantial noncorroding metal wall ties

spaced not farther apart than 16 inches (406 mm) verti-

cally and 24 inches (610 mm) horizontally.

R4407.4.7 Partitions.

R4407.4.7.1 The requirements specified herein shall apply

to non-bearing interior separations, other than firewalls, of

unit masonry construction.

R4407.4.7.2 The lateral distance between vertical supports

of non-bearing interior partitions of unit-masonry shall not



exceed 72 times the actual thickness of the partition, includ-

ing plaster.

R4407.4.7.3 The height of unit masonry partitions shall not

exceed 36 times the actual thickness, including plaster.

R4407.4.7.4 All interior unit masonry partitions shall be de-

signed to meet the lateral live load requirements with corre-

sponding perimeter anchorage supports, in accordance with

Section R4403.7.8.

R4407.4.8 Fences.

R4407.4.8.1 Masonry fences so located on a property that

such fence, at the proposed height or by a future addition to

height, could be used as a wall of a building shall be con-

structed with foundations and tie columns as provided for an

exterior wall. Such fence shall be capped with a coping

beam not less than 64 square inches (413 cm2) in cross-sec-

tion reinforced with a minimum of two #4 rods, when not

exceeding a height of 5 feet (1.5 m), or shall be capped by a

tie beam as provided for exterior walls if exceeding a height

of 5 feet (1.5 m).

R4407.4.8.2 Masonry fences, so located on a property that

by zoning regulation such fence could not be used as a wall

of a building, shall be constructed as follows:

R4407.4.8.2.1 Fences not exceeding 5 feet (1.5 m) in

height shall be 8 inches (203 mm) thick and shall not be

required to have tie columns, but shall be required to

have a coping as provided herein; or such fences may be

4 inches (102 mm) thick with tie columns and coping not

less than 8 inches (203 mm) thick.

R4407.4.8.2.2 Fences exceeding 5 feet (1.5 m) in height

shall be not less than 8 inches (203 mm) thick and shall

have tie columns and tie beams as required for exterior

walls.

R4407.4.9 Other masonry walls. Walls of masonry materials

or arrangements of masonry units other than those specifically

set forth in this section shall be in conformance with the general

provisions of this code, may be classified by the subject to all or

any of the requirements therefor to and any such additional re-

quirements as the building official may prescribe.


REINFORCED UNIT MASONRY

R4407.5.1 Standards. The provisions of ACI 530 and

530.1/ASCE 5 and 6, Building Code Requirements and Speci-

fication for Masonry Structures and the commentaries on

Building Code Requirements and Specification for Masonry

Structures, are hereby adopted as a minimum; however re-

quirements of the standards shall not supersede the specific re-

quirements of this section.

R4407.5.2 General.

R4407.5.2.1 Tie columns and tie beams as set forth in Sec-

tion R4407.4.2 shall be not required where design and con-

struction are in accordance with the provisions of this

section.

R4407.5.2.2 Reinforced unit masonry shall be steel rein-

forced solid-unit masonry or steel reinforced grouted hol-

low-unit masonry as set forth herein.

R4407.5.3 The design of buildings and structures of reinforced

unit masonry shall be by a professional engineer or registered

architect.

R4407.5.4 Special inspector. A Florida-registered architect or

professional engineer shall furnish inspection of all reinforced

masonry structures.

R4407.5.5 Concrete masonry strength.

R4407.5.5.1 In each test of three prisms, the average of the

three may be used as the assumed value of fm.

R4407.5.5.2 In no case shall the value of fm

exceed the

lowest break multiplied by 1.25 in any test.

R4407.5.6 Reinforced masonry columns and walls.

R4407.5.6.1 The minimum length of lap for deformed bars

in grout, in tension or compression, shall be 48 bar diame-

ters, but not less than 12 inches (305 mm).

R4407.5.6.2 Concentrated loads shall not be assumed dis-

tributed across continuous vertical joints, including stack

bond joints, unless reinforcing elements are designed and

provided to distribute such loads.

R4407.5.6.3 Reinforced masonry bearing walls shall have a

nominal thickness of at least 1/30 of the unsupported height

or width, whichever is the shorter, but not less than 8 inches

(203 mm).

R4407.5.6.4 Anchorage requirements.

R4407.5.6.4.1 Reinforced masonry walls shall be se-

curely anchored to adjacent structural members such as

roofs, floors, columns, pilasters, buttresses and intersec-

tion walls.

R4407.5.6.4.2 Masonry walls shall be anchored to all

floors and roofs that provide lateral support to such

walls.

R4407.5.6.4.3 Such anchorage shall provide a positive

direct connection capable of resisting the horizontal

forces as required in Section R4403, or a minimum force

of 200 pounds per lineal foot (2919 N/m) of wall, which-

ever is greater.

R4407.5.6.4.4 Required anchors shall be embedded in

reinforced grouted cells.

R4407.5.6.4.5 Wood framing connected by nails shall

not be considered as acceptable anchorage.

R4407.5.6.5 Mortar and grout.

R4407.5.6.5.1 Vertical cells to be grouted shall provided

vertical alignment sufficient to maintain clear, unob-

structed, continuous, vertical cores measuring not less

than 2 inches by 3 inches (51mm by 76 mm).

R4407.5.6.5.2 Vertical grout barriers or dams of solid

masonry spaced not more than 25 feet (7.6 mm) apart

shall be provided across the grout space in the entire

height of the wall to control the flow of grout horizon-

tally.



R4407.5.6.5.3 Grout shall be a plastic mix having a max-

imum slump of 9 inches +/-1 inch (229 +/-25 mm).

R4407.5.6.5.4 Grout shall be placed before any initial

set has occurred, but in no case more than 11/2 hours after

the mix-designed water has been added.

R4407.5.6.5.5 Grouting shall be a continuous operation

in lifts not exceeding 4 feet (1.2 m) and a maximum pour

of 12 feet (23.7 m).

R4407.5.6.5.6 Grouting shall be consolidated between

lifts by puddling, rodding or mechanical vibration.

R4407.5.6.5.7 The grouting of any section of wall be-

tween control barriers shall be completed in one opera-

tion with no interruptions exceeding 1 hour.

R4407.5.6.6 Bearing. Precast floor and roof units sup-

ported on masonry walls shall provide minimum bearing of

3 inches (76 mm) and anchorage in accordance with Section

R4407.5.6.4.

R4407.5.6.7 Protection of masonry. Unfinished work

shall be stopped back for joining with new work; toothing

being permitted only with the approval of the special in-

spector.

SECTION R4408HIGH-VELOCITY HURRICANE ZONES — STEEL

R4408.1 General. Steel construction.

R4408.1.1 Design. Steel and iron members shall be de-

signed by methods admitting of rational analysis according

to established principles or methods.

R4408.1.2 The design, fabrication and erection of iron and

steel for buildings and other structures shall be as set forth in

this section. The requirements set forth in Sections R4408.2

through R4408.8 herein, inclusive, apply to structural steel

for buildings and other structures. Sections R4408.9 and

R4408.10, apply to cold-formed members of sheet or strip

steel and light-gauge steel construction.

R4408.1.3 The following standards, as set forth in Chapter

43 of this code, are hereby adopted.

1. American Institute of Steel Construction, AISC:

a. Manual of Steel Construction, Allowable

Stress Design ASD, AISC.

b. Manual of Steel Construction, Load Resistance

Factor Design LRFD, AISC.

c. Simple Shear Connection, ASD, AISC.

d. Simple Shear Connections, LRFD, AISC.

e. Serviceability Design Considerations for

Low-Rise Buildings, AISC.

f. Plastic Design in Steel, AISC.

g. Engineering for Steel Construction, AISC.

h. Detailing for Steel Construction, AISC.

i. Iron and Steel Beams - 1873 to 1952, AISC.

j. Plastic Design of Braced Multistory Steel

Frames, AISC.

k. Torsional Analysis of Steel Members, AISC.

2. American Iron and Steel Institute, AISI:

a. Specification for the Design of Cold-Formed

Steel Structural Members, AISI.

b. Fire-Resistant Steel-Frame Construction, AISI.

c. Fire-Safe Structural Steel A Design

Guide, AISI.

d. Designing Fire Protection for Steel Trusses,

AISI.

e. Cold-Formed Steel Design Manual, AISI

f. Specifications for the Design of Light-gauge

Cold-Formed Stainless Structural Members,

AISI.

g. Specification for the Criteria for Structural Ap-

plication of Steel Cables for Buildings, AISI.

h. Designing Fire Protection for Steel Columns,

AISI.

i. Design Manual for Structural Tubing, AISI.

3. American National Standards Institute/American So-

ciety of Civil Engineers, ANSI/ASCE.

a. Specifications for the Design and Construction

of Composite Slabs and Commentary on Speci-

fications for the Design and Construction of

Composite Slabs, ANSI/ASCE 3.

b. Specifications for the Design of Cold-Formed

Stainless Steel Structural Members ,

ANSI/ASCE 8.

c. Guideline for Structural Condition Assessment

of Existing Buildings, ANSI/ASCE 11.

4. American National Standards Institute/American

Welding Society, ANSI/AWS

a. Standard Welding Procedure and Performance

Qualification, AWS B2.1.

b. Recommended Practice for Stud Welding,

AWS C5.4.

c. Structural Welding Code - Steel, ANSI/AWS

D1.1.

d. Structural Welding Code - Sheet Metal, AWS

D1.3.

e. Structural Welding Code Reinforcing

Steel, ANSI/AWS D1.4

f. Specification for Welding of Sheet Metal,

AWS D9.1.

g. Standard for Qualification of Welding Proce-

dures and Welders for Piping and Tubing,

AWS D10.9.

5. American Society for Testing and materials, ASTM.

a. Standard Specification for General Require-

ments for Rolled Steel Plates, Shapes, b. Sheet

Piling and Bars for Structural Use, ASTM A 6.

b. Standard Specifications for High-Strength

Bolts for Structural Steel Joints, ASTM A 325.



c. Standard Specification for Heat-Treated Steel

Structural Bolts. 150 KSI Minimum Tensile

Strength, ASTM A 490.

d. Standard Specification for General Require-

ments for Steel Sheet, Zinc Coated (Galva-

nized) by the Hot Dip Process, ASTM A 525.

6. National Association of Architectural Metal Manu-

facturers, NAAMM.

a. Metal Grating Manual, NAAMM.

7. Rack Manufacturers Institute/American National

Standards Institute, RMI/ANSI.

a. Industrial Steel Storage Racks Manual, RMI.

b. Manual of Safety Practices - A code of Prac-

tices for the Use of Industrial and Commercial

Steel Storage Racks, RMI/ANSI MH16.2.

8. Research Council on Structural Connections of the

Engineering Foundation, RCSCEF.

a. Specification for Structural Joints Using

ASTM A 325 or A 490 Bolts, RCSCEF.

9. Shelving Manufacturers Association, a Products Sec-

tion of the Material Handling Institute/American Na-

tional Standards Institute, SMA/ANSI.

a. Specification for the Design, Testing, Utiliza-

tion and Application of Industrial Grade Steel

Shelving, SMA/ANSI MH281.

10. Steel Deck Institute, Inc., SDI.

a. Standard Practice Details, SDI.

b. SDI Manual of Construction with Steel Deck,

SDI.

c. Deck Damage and Penetrations, SDI.

d. Steel Deck Institute Design Manual.

e. LRFD Design Manual for Composite Beams

and Girders with Steel Deck, SDI.

f. Diaphragm Design Manual, SDI.

11. Steel Joist Institute, SJI.

a. Standard Specifications, Load Tables and

Weight Tables for Steel Joists and Joist Girders,

SJI.

b. Structural Design of Steel Joist Roofs to Resist

Ponding Loads, Technical Digest No. 3, SJI.

g. Vibration of Steel Joist-Concrete Slab Floors,

Technical Digest No. 5, SJI.

h. Structural Design of Steel Joist Roofs to Resist

Uplift Loads, Technical Digest No. 9, SJI.

i. Welding of Open Web Steel, Technical Digest

No. 8, SJI.

j. Handling and Erection of Steel Joists and Joist

Girders, Technical Digest No. 9, SJI.

k. 60-Year Steel Joist Manual, SJI.

12. Steel Structures Painting Council, SSPC.

a. Steel Joist Shop Paint, SSPC - Paint 15.

b. A Guide to the Shop Painting of Structural

Steel, SSPC/AISC.

13. Underwriters Laboratories, Inc., UL.

a. Test for Uplift Resistance of Roof Assemblies,

UL 580.

14. Welded Steel Tube Institute, Inc., WSTI.

a. Manual of Cold Formed Welded Structural

Steel Tube.

R4408.1.4 Workmanship. Steel construction shall be in con-

formance with the tolerances, quality and methods of construc-

tion as set forth in Section R4408.1.3.

R4408.1.5 Statements of the structural responsibilities of ar-

chitects and licensed engineers on the design of structural steel

systems.

R4408.1.5.1 The structural engineer of record and/or the ar-

chitect of record shall be responsible for all aspects of the

structural design including the design of components and

connections. The structural construction documents may

assign to the fabricator the responsibility for implementing

the design as specified and for maintaining fabrication and

erection tolerances and for ensuring the fit and erectability

of the structure.


chitect of record may elect to detail all connections on the

structural construction documents and require fabrication in

accordance with those details.

R4408.1.5.3 Alternately the structural engineer of record

and/or the architect of record may permit the fabricator to

select or modify connections subject to review and approval

by the structural engineer of record and/or the architect of

record. In that case, the structural construction documents

shall specify criteria for the design of connections and shall

identify the nature, magnitude and location of all design

loads.


chitect of record shall require the submission of fabrication

and erection drawings for review as an indication that his or

her intent has been understood and the specified criteria

have been used.

R4408.1.5.5 Structural submittals requiring engineering in-

put, such as dealing with substitute connections, shall be ac-

companied by design calculations and shall bear the

impressed seal, signature and date of the specialty engineer

who prepared them.

SECTION R4408.2HIGH-VELOCITY HURRICANE ZONES — MATERIALR4408.2.1 Steel. Steel shall conform to the physical require-

ments set forth in the applicable standard in Section R4408.1.3.

R4408.2.2 High-strength steel bolts. High-strength steel

bolts shall conform to the requirements set forth in the applica-

ble standards of Section R4408.1.3.

R4408.2.3 Used and damaged material. All steel shall be

straight and true, and any section damaged to be out of shape

shall not be used. Steel previously used or fabricated for use or



fabricated in error shall not be used except with the approval of

the building official. Filled holes or welds shall not be con-

cealed. Straightened or retempered fire-burned steel shall not

be used except with the approval of the building official.

R4408.2.4 Tests. The building official may require tests

and/or mill records to determine the quality of materials.

R4408.2.5 Ribbed bolts. Ribbed bolts shall be made from car-

bon manganese steel with a minimum tensile strength of

70,000 psi (482.7 MPa).

SECTION R4408.3HIGH-VELOCITY HURRICANE ZONES — DESIGN

LOADSR4408.3.1 Design shall be based on the dead, live, wind and

other loads set forth in Section R4403 and the additional stress

considerations set forth in this section.

SECTION R4408.4HIGH-VELOCITY HURRICANE ZONES — MINIMUM

THICKNESS OF MATERIALR4408.4.1 The minimum thickness of material shall not be less

than as set forth in the applicable standards listed in Section

R4408.1.3 except as otherwise set forth herein.


CONNECTIONSR4408.5.1 Connections shall conform to the requirements of

the applicable standards set forth in Section R4408.1.3.

R4408.5.2 A Florida-registered architect or licensed engineer

shall inspect the welding and high-strength bolting of struc-

tural steel framing and welding, bolting and fastening of light-

weight material systems and metal sidings of buildings with

areas exceeding 1,000 square feet (93 m2).

R4408.5.3 Welding in the shop or field may be done only by

AWS certified welders.

SECTION R4408.6HIGH-VELOCITY HURRICANE ZONES — TUBULAR

COLUMNSR4408.6.1 Tubular columns and other primary compression

members, excluding secondary posts and struts not subject to

bending and whose design load does not exceed 2,000 pounds

(8900 N), shall have a minimum least dimension of 21/2 inches

(64 mm) and a minimum wall thickness of 3/16 inch (4.8 mm).

R4408.6.2 Tubular members when filled with concrete shall

have 1/4 inch (6.4 mm) diameter pressure relief holes drilled

through the shell, within 6 inches (152 mm) of the top and bot-

tom of the exposed length of the member and one hole at

mid-height.

R4408.6.3 Concrete fill in tubular members shall not be as-

sumed to carry any of the load except in compression members

having a least dimension of 8 inches (203 mm) or greater and

having a 1-inch (25 mm) inspection hole in the plate at each

end.


PROTECTION OF METALR4408.7.1 All field rivets, bolts, welds and abrasions to the

shop coat shall be spot painted or treated with the material used

for the shop coat, or an equivalent comparable to the shop coat,

after removal of all objectionable deleterious materials.

R4408.7.2 Primary structural steel members, except where in-

tended to be encased in concrete, shall have one shop coat of

paint and, if exposed to the atmosphere or elements in the com-

pleted building or structure shall receive a second shop coat of

paint or be field painted in addition to the initial shop coat with

lead, graphite or asphalt paint or other approved coating com-

patible with the shop coat, except as herein provided. Surfaces

of members in contact with, but not encased in, concrete or ma-

sonry shall be asphalt coated or otherwise effectively coated

where the thickness of the metal is 3/16 inch (4.8 mm) or less.

R4408.7.3 Members having a corrosion-resistive metallic

coating of zinc of not less than G90 Coating Designation (1.25

ounces; 35 grams) or other equivalent approved coating are not

required to have the shop and field coating.

R4408.7.4 Where structural members are exposed to industrial

fumes, fresh and/or salt water, salt water spray, and other cor-

rosive agents, such members shall be effectively protected with

a corrosion-resistive metallic or other equivalent approved

coating.

R4408.7.5 Corrosion-resistant steels with or without painting

or coating may be approved where sufficient test or other fac-

tual data establishing the satisfactory performance under the

particular exposure conditions or usage is submitted to and ap-

proved by the building official.

SECTION R4408.8HIGH-VELOCITY HURRICANE ZONES — OPEN

WEB STEEL JOISTSR4408.8.1 Standards. Open web steel joists shall comply with

the standards set forth in Section R4408.1.3.

R4408.8.2 Statements of responsibilities of architects and pro-

fessional engineers on the design of structural systems using

open web steel joists.


designate the standards for joist design and shall indicate

layout, end supports, anchorage, bridging requirements,

etc., including connections to walls. The structural con-

struction documents shall indicate special requirements for

concentrated loads, openings, extended ends and resistance

to uplift.


chitect of record shall require structural submittals for the

structural engineer of record’s review and/or the architect of

record’s review as an indication that his or her intent has

been understood and that the specified criteria have been



used. The structural submittals, unless catalog submittals,

shall bear the impressed seal, signature and date of the spe-

cialty engineer who prepared them.

R4408.8.2.3 The structural submittals shall identify the spe-

cific project, shall list the design criteria and shall show all

joist location information and details necessary for proper

installation.

R4408.8.3 Design.

R4408.8.3.1 Open web steel joist systems shall be designed

to accommodate the loads and forces set forth in Section

R4403.

R4408.8.3.2 Net uplift forces for all zones, applied to the

joist systems, shall be clearly indicated on the structural

construction documents.

R4408.8.3.3 Where the net uplift force is equal to or greater

than the gravity load of construction, all web and bottom

chord members shall comply with slenderness ratio require-

ments for top chord and for compression members other

than top chord as provided for in the standards set forth in

Section R4408.1.3(11).

R4408.8.3.4 The slenderness ratio about the horizontal axis

can be used in determining the capacity of the top chord pro-

vided the top chord is stayed laterally by the deck system.

The top chord for superimposed dead and live loads shall be

considered to be stayed laterally if:

1. A poured-in-place concrete slab is in direct contact

with the top chord.

2. A light gauge steel deck complying with Section

R4408.9 is fastened to the top chord.

3. Any other approved deck system such that attachments

of the top chord to the deck are capable of resisting a

lateral force specified in the standard set forth in Sec-

tion R4408.1.3 and the spacing of the fasteners does

not exceed 24 inches (610 mm) along the chord.

R4408.8.3.5 When the bottom chord under net uplift loads

is in compression, the bottom chord shall be stayed laterally

by a bracing system adequately anchored at each end.

R4408.8.3.6 Fastenings shall be bolting, welding or other

approved fastening device that provides a resistance to lat-

eral movement as required by rational analysis or by test,

but not less than 400 pounds per foot (5838 N/m).

R4408.8.4 Connections. The joints and connections of mem-

bers of steel joists shall be made by welding or bolting.

R4408.8.5 Bridging.

R4408.8.5.1 All bridging and anchors shall be completely

installed before application of any construction loads.

Bridging shall secure the chords against lateral movement

and shall position and hold the joists vertical and in a

straight line.

R4408.8.5.2 Bridging members shall be of material having

a thickness not less than:

1. 1/8

inch (3.2 mm) for hot-rolled sections.

2. 16 gauge for cold-formed sections.

3. 1/2

inch (12.7 mm) diameter for round members.

R4408.8.5.3 Bridging shall be connected to the chords of

the joists by welding, bolting or other positive mechanical

means. Each attachment shall be capable of resisting a hori-

zontal force specified in the standard set forth in Section

R4408.1.3.

R4408.8.5.4 Bridging shall be connected to the chords of

the joists by bolting or welding at all points of contact and

shall be capable of transmitting the forces required of the

bridging members. The ends of all bridging lines shall ter-

minate at walls or beams and shall be anchored thereto and

where anchorage is not possible, stability shall be provided

by additional bracing.

R4408.8.5.5 Where uplift forces are a design requirement, a

single line of continuous bottom chord bridging shall be

provided near the first panel points.

R4408.8.6 End supports and anchorage.

R4408.8.6.1 Joists shall not bear directly on unit masonry

unless masonry is designed as engineered unit masonry

with properly reinforced, grout-filled continuous bond

beam.

R4408.8.6.2 The ends of every joist shall be bolted, welded

or encased in concrete at each point of bearing to provide

not less resistance in any direction than 50 percent of the

Steel Joist Institute rated end reaction horizontally and 100

percent of the net uplift reaction specified in the structural

construction documents.

R4408.8.6.3 The ends of joists shall have a minimum bear-

ing, on reinforced concrete and steel supports as specified in

the standard set forth in Section R4408.1.3(11).

R4408.8.7 Fabrication. Steel joists shall be manufactured by

plants having a certificate of competency issued by the author-

ity having jurisdiction.

R4408.8.8 Shop standards. The applicant for building permit

will not be required to submit shop drawings for steel joists ex-

cept as set forth in Sections R4408.8.8.1 and R4408.8.8.2.

R4408.8.8.1 The master permit drawings required by this

code shall describe all steel to be used in the proposed build-

ing or structure, including open-web frames and trusses,

and shall detail member sizes, spacing, attachment and

welding including provision for unusual loading such as

concentrated loads, unusual cantilevering, soffit framing

and continuity except that such prime drawings may desig-

nate standard open-web steel joists by SJI number and sym-

bol.

R4408.8.8.2 Where standard open-web steel joists are des-

ignated on the prime drawings by customary SJI numbers or

symbols, the manufacturer, fabricator or supplier may be re-

quired to submit design computations, stress diagrams,

sizes of members and sizes of welds to the building official

for approval before installation to demonstrate that the units

to be provided do, in fact, comply with the specifications

and performance standards set forth by SJI. Only design

computations prepared by a professional engineer will be

accepted. Resubmission of any fabricator designs so sub-

mitted and approved will not be required for each subse-



quent job. Proof of the characteristics of the material may be

required for any steel for which a minimum yield strength in

excess of 36,000 psi (248.2 MPa) is used as the basis of de-

sign.

SECTION R4408.9HIGH VELOCITY HURRICANE ZONES —COLD-FORMED STEEL CONSTRUCTION

R4408.9.1 Cold-formed steel construction shall include indi-

vidual structural members, structural decks or wall panels, and

nonstructural roofing, siding and other construction elements

formed from sheet or strip steel and as set forth in Section

R4408.1.3(2).

R4408.9.2 Standards. Cold-formed steel used in structural

applications shall conform to the standards set forth in Section

R4408.1.3(2).

R4408.9.2.1 Galvanizing as referred to herein is to be zinc

coating conforming to the standard set forth in Section

R4408.1.3(5)(d).

R4408.9.3 Individual structural members. Design, fabrica-

tion and erection of individual cold-formed steel structural

members shall be as set forth herein.

R4408.9.3.1 All structural members shall be positively con-

nected to resist the loads set forth in Section R4403.

R4408.9.3.2 All connections shall be by welding, riveting,

bolting or other approved fastening devices or methods pro-

viding positive attachment and resistance to loosening. Fas-

teners shall be of compatible material.

R4408.9.3.3 Cables and rods shall not be used as lateral

bracing in habitable structures. Lateral bracing, when used,

shall have a slenderness ratio of 300 or less, unless restricted

by any other section of this code.

R4408.9.3.4 Doors and windows in preengineered metal

building systems shall be designed as a structural compo-

nent member and shall conform to all requirements in this

section.

R4408.9.3.5 All doors shall be anchored as part of the frame

in the closed position.

R4408.9.3.6 No increase in strength shall be allowed for the

effect of cold work.

R4408.9.4 Structural sheets. Decks and panels with or with-

out an approved fill material may be designed as diaphragms in

accordance with Diaphragm Design Manual of the Steel Deck

Institute, provided other limitations in this code are complied

with.

R4408.9.4.1 Poured fill on roof and floor decks shall not be

assumed to have any structural value to support or resist ver-

tical or lateral loads or to provide stability or diaphragm ac-

tion unless so designed, and poured fill and/or applied

materials do not degrade when subjected to moisture.

R4408.9.4.2 Positive attachment of sheets shall be provided

to resist uplift forces. Attachment shall be as set forth in Sec-

tion R4408.9.3.1 and as required by rational analysis,

and/or tests, but not less frequently than the following maxi-

mum spacing:

1. One fastener shall be placed near the corner of each

sheet or at overlapping corners of sheets.

2. Along each supporting member, the spacing of fas-

teners shall not exceed 8 inches (203 mm) on centers

at ends of sheets or 12 inches (305 mm) on centers.

3. The spacing of edge fasteners between panels, and be-

tween panels and supporting members, parallel to the

direction of span, where continuous interlock is not

otherwise provided shall be not more than 12 inches

(305 mm) on centers.

4. Fastening shall be by bolting, welding or other ap-

proved fastening device that provides a resistance to

lateral movement as required by rational analysis or

by test, but not less than 400 pounds per lineal foot

(5838 N/m).

5. Poured lightweight concrete fill will be acceptable as

continuous interlock.

6. Attachment to the supporting structure shall be pro-

vided at all perimeters and discontinuities by fasten-

ers spaced at no more than 8 inches (203 mm) on

center.

7. Wall panels shall be attached as set forth in Section

R4408.9.4.2(1),(2) and (3).

R4408.9.4.3 Metal siding and roof panels shall be not less

than 24 gauge.

Exception: Roof panels having an approved fill material

designed to act as a diaphragm may use a lighter deck

gauge provided that the Product Approval for the fill ma-

terial allows its use over the same deck gauge, but in no

case shall the deck be less than 26 gauge. The permit ap-

plicant shall provide the building official with signed and

sealed structural calculations for the diaphragm design

prepared by a licensed architect or engineer proficient in

structural design. The diaphragm design shall comply

with the applicable requirements of Section R4403 and

Section R4408.

R4408.9.4.4 Deflection of metal siding and roof panels

shall not exceed L/240.

R4408.9.4.5 The bending stress of metal siding and roof

panels shall be designed using a safety factor of not less than

2.5.

R4408.9.4.6 Minimum roof decking uplift loads shall com-

ply with the design requirements of Section R4403 utilizing

rational analysis, but not less than UL 580 Class 90.

R4408.9.4.7 Reserved.

R4408.9.4.8 Metal siding and roof panels shall be designed,

where possible, to be continuous over two or more spans.

R4408.9.5 Nonstructural sheets. Steel sheet sections not suit-

able by rational analysis for self-supporting structural sheets

shall be termed roofing and siding. Roofing and siding shall be

used only over solid wood sheathing or equivalent backing.

R4408.9.5.1 Attachment of sheets shall be as set forth in

Section R4408.9.4.2



R4408.9.6 Protection of metal. All members shall be treated

with protective paint coatings or equivalent protection except

as permitted in Sections R4408.9.6.1 or R4408.9.6.2.

R4408.9.6.1 All steel sheets having a thickness of less than

20 gauge, i.e., materials of higher gauge, shall be galvanized

in accordance with the standards of Section

R4408.1.3(5)(d) herein to provide a minimum coating des-

ignation of G90.

R4408.9.6.2 Abrasions or damages to the protective coating

shall be spot-treated with a material and in a manner com-

patible to the shop protective coating.

R4408.9.7 Welding shall conform to the requirements of Sec-

tions R4408.1.3, R4408.5.2 and R4408.5.3.


PREENGINEERED, PREFABRICATED METALBUILDING SYSTEMS AND COMPONENTS

(PREENGINEERED STRUCTURES)

R4408.10.1 Scope. Metal buildings (preengineered structures)

shall include, but not be limited to, tapered or straight web

structural steel frames and predominantly cold formed steel

secondary components, including, but not limited to, girts, pur-

lins, roof sheets, wall sheets, etc.

R4408.10.2 Standards. Frames and components shall comply

with the standards set forth in Section R4408.1.3.

R4408.10.3 Structural construction documents for

preengineered structures shall indicate the necessary measures

for adapting the structures to the specific site. The structural

construction documents shall indicate all openings, concen-

trated loads and other special requirements. Foundation condi-

tions assumed in the design shall be indicated as well as the

location and magnitude of building reactions on that founda-

tion under all design conditions.

R4408.10.4 Structural submittals.

R4408.10.4.1 The structural engineer of record and/or the

architect of record shall require structural submittals for re-

view as an indication that his or her intent has been under-

stood and that the specified criteria have been used. The

structural submittals shall bear the impressed seal, signature

and date of the specialty engineer who prepared them.

R4408.10.4.2 The structural submittals shall identify the

project and list loading and other design criteria. The fabri-

cation and erection drawings shall indicate in detail the con-

struction of the standard structure used or as modified to

comply with the requirements of the particular project. The

fabrication and erection drawings shall indicate all connec-

tion details, openings and other special details. The fabrica-

tion and erection drawings shall show the magnitude and

location of building reactions on the foundation under all

design conditions. Calculations supporting the design shall

be submitted not only for the standard structure, but also for

modifications and for related components requiring struc-

tural design.

R4408.10.5 Design. A building or component system in this

section shall have a structural engineer of record and/or archi-

tect of record responsible for the overall design and perfor-

mance of the entire building including the foundation and the

anchorage of the preengineered metal systems buildings

thereto. The structural engineer of record and/or the architect

of record shall provide the structural construction documents

necessary for permitting.

R4408.10.5.1 Calculations for drift and deflection of the

metal system building shall be by the specialty engineer.

R4408.10.5.2 Calculations for deflection shall be done us-

ing only the bare frame method. Reductions based on engi-

neering judgment using the assumed composite stiffness of

the building envelope shall not be allowed. Drift shall fol-

low AISC serviceability design considerations for low-rise

buildings. The use of composite stiffness for deflection cal-

culations shall be permitted only when actual calculations

for the stiffness are included with the design for the specific

project. When maximum deflections are specified by the

structural construction documents, calculations shall be in-

cluded in the design data.

R4408.10.5.3 The manufacturer shall design the metal sys-

tem building and/or component system in accordance with

the provisions of Section R4403, and the design shall be

signed, dated and sealed by the specialty engineer and re-

viewed by the structural engineer of record and/or the archi-

tect of record. The manufacturer of the metal system

building and or component system shall be responsible to

provide all reactions to the structural engineer of record

and/or the architect of record.

R4408.10.5.4 Fastenings shall be by bolting, welding or

other approved fastening device that provides a resistance

to lateral movement as required by rational analysis or by

test, but not less than 400 pounds per lineal foot (5838 N/m).

R4408.10.6 Permitting.

R4408.10.6.1 The applicant for a building permit will be re-

quired to submit structural construction documents indicat-

ing the overall building dimensions, haunch and eave

heights, roof slopes, bay spacing, column locations, ap-

proximate frame and component profiles, foundation de-

tails and fire rating details and the magnitude and location of

building reactions on the foundation under all design condi-

tions prior to the issuance of the permit.

R4408.10.6.2 Prior to the commencement of erection of the

structure, the structural submittal and calculations, includ-

ing, but not limited to, fabrication and erection drawings

signed, dated and sealed by the specialty engineer and re-

viewed by the architect of record and/or the structural engi-

neer of record, shall be submitted and approved by the

building department.

R4408.10.6.3 Where the roofing and siding are structural

sheets consisting of clip-mounted standing seam or other di-

rect screw attached panel system and are in themselves the

finished product, a separate roofing permit shall not be re-

quired.

R4408.10.7 Fabrication and erection.



R4408.10.7.1 Fabrication shall be done in accordance with

the standards mentioned above. The manufacturer shall

provide a letter certifying that the building has been de-

signed and fabricated in accordance with the above refer-

enced standards.

R4408.10.7.2 Temporary bracing shall be provided during

erection and shall remain in place until all structural frames,

purlins, girts, flange braces, cable or rod bracing and sheets

used as diaphragms have been installed,

R4408.10.8 Roof sheets, wall sheets, roof panels and wallpanels.

R4408.10.8.1 All building envelope components shall have

Product Approval.

R4408.10.8.2 The fusion welding of structural members

and structural sheets defined in Section R4408.9.4 and less

than 22 gauge (0.0299 inch nominal) in thickness shall have

minimum of 5/8 inch (17 mm) diameter welds through weld

washers not less than 14-gauge in thickness and 1 inch (25

mm) in diameter, contoured if necessary to provide continu-

ous contact, or an equivalent device.

R4408.10.8.3 Clip-mounted standing-seam roof sheets

shall not be used as diaphragms nor shall they be considered

as adequate lateral bracing of the flange of the secondary

member to which they are attached unless one or both of

these features are designed into the sheathing system and

the manufacturer can certify by testing and/or analysis that

such capabilities exist and are appropriately defined.

R4408.10.8.4 Structural standing-seam roof sheets shall be

a minimum of 24 gauge (0.0239 inch nominal) in thickness.

R4408.10.8.5 Direct screw attached roof and wall sheets

may be used as diaphragms provided the sheets are a mini-

mum of 24 gauge (0.0239 inch nominal) in thickness. Addi-

tionally, these sheets shall be considered to laterally brace

the flange of the secondary member to which they are at-

tached.

R4408.10.8.6 See Section R4408.9 for additional require-

ments for roof sheets, wall sheets, roof panels and wall pan-

els.

R4408.10.9 Roof purlins and wall girts.

R4408.10.9.1 Adequate bracing shall be provided to the

compression flanges of secondary members with special at-

tention to those members subject to uplift or outward pres-

sures where no roof or wall sheets are attached to provide

such bracing. Sag rods shall not be considered bracing when

located in the neutral axis of the web of the secondary mem-

bers.

R4408.10.9.2 Roof purlins and wall girts shall be laterally

braced in addition to relying on deck and panel diaphragm

action.

R4408.10.9.3 The ends and bearing points of secondary

members shall be designed to carry 100 percent of dead, live

and collateral loads superimposed on them by wind.

R4408.10.9.4 Upward or outward forces of wind are to be

calculated without live and collateral loads. When down-

ward or inward forces caused by wind are involved, the

dead forces plus collateral load forces must be combined but

the roof live load may be omitted.

R4408.10.10 Individual structural members.

R4408.10.10.1 Cables and rods shall not be used as lateral

bracing in habitable structures. Lateral bracing, when used,

shall have a slenderness ratio of 300 or less, unless restricted

by any other section of this code.

R4408.10.10.2 Doors and windows in preengineered metal

building systems shall have Product Approval.

R4408.10.10.3 All doors shall be anchored as part of the

frame in the closed position.

R4408.10.10.4 No increase in strength shall be allowed for

the effect of cold work.

R4408.10.10.5 See Section R4408.9 for additional require-

ments for preengineered metal building systems and com-

ponents.

R4408.10.11 Inspection.

R4408.10.11.1 Metal system buildings shall be inspected

by a Florida-registered architect or professional engineer.

R4408.10.11.2 Metal systems building construction shall

comply with the requirements of the AISC Metal Building

Certification Program, Category MB Certified.

R4408.10.11.3 Letter of certification. The metal systems

building manufacturer shall submit a written certification

prepared, signed, dated and sealed by the specialty engineer

registered to practice in the State of Florida verifying that

the building system design and metal wall and roof system

design including, but not limited to, panels, clips, support

system components, etc., meet the indicated loading re-

quirements and codes of the authorities having jurisdiction.

The certification shall reference specific dead loads, live

loads, wind loads/speeds, tributary area load reductions (if

applicable), collateral loads, end use categories, crane

loads, accessory loads, load combinations, governing code

bodies including year and load applications. The letter of

certification shall be provided to the structural engineer of

record and/or the architect of record, the special inspector

and the building department prior to the issuance of the cer-

tificate of occupancy.

R4408.10.11.4 Structural construction documents demon-

strating compliance with this code shall be reviewed and ap-

proved by the special inspector prior to the issuance of a

certificate of occupancy.


CHAIN LINK FENCESR4408.11.1 Chain link fences in excess of 12 feet (3.7 m) in

height shall be designed according to the loads specified in

Section R4403.

R4408.11.2 Chain link fences less than 12 feet (3.7 m) in

height shall be designed according to the loads specified in

Section R4403 or may be constructed to meet the minimum re-

quirements specified in Table R4408.11.



SECTION R4409HIGH-VELOCITY HURRICANE ZONES—WOOD

R4409.1 General.

R4409.1.1 Design. Wood members and their fastenings

shall be designed to comply with this code by methods

based on rational analysis or approved laboratory testing

procedures, both performed in accordance with fundamen-

tal principles of theoretical and applied mechanics.

R4409.1.2 Workmanship. Wood members shall be

framed, anchored, tied and braced to develop the strength

and rigidity necessary for the purposes for which they are

used and to resist the loads imposed as set forth in this code.

Wood construction shall be in conformance with the toler-

ances, quality and methods of construction as prescribed by

the standards in Chapter 43 of this code.

R4409.1.3 Fabrication.

R4409.1.3.1 Preparation, fabrication and installation of

wood members and the glues, connectors and mechani-

cal devices for fastening shall conform to good engineer-

ing practice.

R4409.1.3.2 Any person desiring to manufacture or fab-

ricate wood truss assemblies shall obtain a certificate of

competency from the authority having jurisdiction.

R4409.1.4 The following standards, as set forth in Chapter

43 of this code, are hereby adopted for the design and qual-

ity of wood members and their fastenings:

R4409.1.4.1 American Hardboard Products Association

887-B Wilmette Road, Palatine, IL 60067 AHA

1. Basic Hardboard ANSI/AHA A135.4-1982

2. Prefinished Hardboard Paneling ANSI/AHA

A135.5-1982

3. Hardboard Siding ANSI/AHA A135.6-1990

4. Cellulosic Fiberboard ANSI/AHA A194.1-1985

5. Recommended Product and Application Specifi-

cation - Structural Insulating RoofDeck, I.B.

Spec. No. 1


cation - 1/2 inch Fiberboard Nail-Base- Sheathing

I.B. Spec. No. 2


cation - 1/2 inch Intermediate Fiberboard Sheath-

ing I.B. Spec. No. 3

R4409.1.4.2 American Institute of Timber Construction

333 West Hampden Avenue, Englewood, CO 80110 AITC

1. Typical Construction Details AITC 104

2. Code of Suggested Practices AITC 106

3. Standard for Heavy Timber Construction AITC

108

4. Standard for Preservative Treatment for Struc-

tural Glued Laminated Timber AITC 109

5. Standard Appearance Grades for Structural

Glued Laminated Timber AITC 110

6. Standard for Tongue and Groove Heavy Timber

Roof Decking AITC 112

7. Standard for Dimensions of Glued Laminated

Structural Members AITC 113



TABLE R4408.11CHAIN LINK FENCE MINIMUM REQUIREMENTS

Fence Height (ft)

Terminal Post Dimensions(in inches)

(o.d. x wall thickness)

Line Post Dimensions(in inches)

(o.d. x wall thickness)

Terminal Post ConcreteFoundation Size (diameter x

depth) (in inches)

Line Post Concrete FoundationSize (diameter x depth)

(in inches)

Up to 4 23/8 x 0.042 15/8 x 0.047 10 x 24 8 x 24

Over 4 to 5 23/8 x 0.042 17/8 x 0.055 10 x 24 8 x 24

Over 5 to 6 23/8 x 0.042 17/8 x 0.065 10 x 24 8 x 24

Over 6 to 8 23/8 x 0.110 23/8 x 0.095 10 x 36 10 x 36

Over 8 to 10 27/8 x 0.110 23/8 x 0.130 12 x 40 10 x 40

Over 10 to 12 27/8 x 0.160 27/8 x 0.120 12 x 42 12 x 42


Notes:1. This Table is applicable only to fences with unrestricted airflow.

2. Fabric: 121/2 gauge minimum.

3. Tension Bands: Use one less than the height of the fence in feet evenly spaced.

4. Fabric Ties: Must be minimum the same gauge of the fabric.

5. Fabric Tie Spacing on the Top Rail: Five ties between posts, evenly spaced.

6. Fabric Tie Spacing on Line Posts: One less than height of the fence in feet, evenly spaced.

7. Either top rail or top tension wire shall be used.

8. Braces must be used at Terminal Posts if top tension wire is used instead of Top Rail.

9. Post Spacing: 10 foot (3 m) on center maximum.

10. Posts shall be embedded to within 6 inch (152 mm) from the bottom of the foundation.

11. In order to follow the contour of the land, the bottom of the fence may clear the contour of the ground by up to 5 inch (127 mm) without increasing table values to

the next higher limit.

8. Standard Specifications for Structural Glued

Laminated Timber of Softwood Species AITC

117

9. Standard Specifications for Hardwood Glued

Laminated Timber AITC 119

10. Technical Report No. 7, Calculation of Fire Re-

sistance of Glued Laminated Timber

11. Structural Glued Laminated Timber ANSI/AITC

A190.1

R4409.1.4.3 APA The Engineered Wood Association (For-

merly APA American Plywood Association) P.O. Box

11700, Tacoma, WA 98411

1. APA Design Construction Guide, Residential

and Commercial E30D

2. Plywood Design Specification Y510J

3. Plywood Design Specification-Design and Fab-

rication of Plywood Beams Supplement No. 1

S811


rication of Plywood Beams Supplement No. 2

S812


rication of Plywood Stressed-Skin Panels Sup-

plement No. 3 U813

6. Plywood Design Specifications-Design and Fab-

rication of Plywood Sandwich Panels Supple-

ment No. 4 U814

7. Plywood Design Specifications-Design and Fab-

rication of All-Plywood Beams. Supplement No.

5 H815

8. Plywood Folded Plate, Laboratory Report 21

V910

9. APA Design/Construction Guide Diaphragms

L350

10. Performance Standards and Policies for Struc-

tural-Use Panels PRP-108

11. 303 Siding Manufacturing Specifications B840

R4409.1.4.4 American Society for Testing Materials

1916 Race Street, Philadelphia, PA 19103-1187 ASTM

1. Standard Test Methods for Mechanical Fasteners

in Wood D 1761

2. Accelerated Weathering on Fire-Retardant

Treated Wood for Fire Testing D 2898

3. Surface Burning Characteristics of Building Ma-

terials E 84

4. Hygroscopic Properties of Fire-Retardant Wood

and Wood-Base Products D 3201

5. Standard Specifications for Adhesives for

Field-Gluing Plywood to Lumber Framing for

Floor Systems D 3498

R4409.1.4.5 American Wood Preservers Association

P.O. Box 5283, Springfield, VA 22150 AWPA

1. All Timber Products - Pressure Treatment (Gen-

eral Requirements) C1

2. Lumber, Timbers, Bridge Ties & Mine Ties Pres-

sure Requirements C2

3. Piles - Pressure Treatment C3

4. Poles - Pressure Treatment C4

5. Care of Pressure Treated Wood Products M4

6. Posts - Pressure Treatment C5

7. Crossties and Switch Ties -Pressure Treatment

C6

8. Incised (Red, White & Alaska Yellow Cedar)

Poles Butts Thermal Treatment C7

9. Poles (Western Red & Alaska Yellow Cedar)

Full Length Thermal Treatment C8

10. Plywood - Pressure Treatment C9

11. Poles (Lodgepole Pine) Full Length Thermal

Treatment C10

12. Wood Blocks for Floors & Platforms Pressure

Treatment C11

13. Wood for Highway Construction Pressure Treat-

ment C14

14. Wood used on Farms - Pressure Treatment C16

15. Piles and Timbers in Marine Construction Pres-

sure Treatment C18

16. Structural Lumber - Fire Retardant -Pressure

Treatment C20

17. Lumber and Plywood for Permanent Wood

Foundations C22

18. Pole building Construction - Pressure Treatment

C23

19. Crossarms - Pressure Treatment C25

20. Crossarms - Non-Pressure Treatment C26

21. Structural Glued Laminated Members & Lami-

nations Before Gluing Pressure Treatment C28

22. Lumber to be used for the Harvesting, Storage

and Transportation of Food Stuffs - Pressure

Treatment C29

R4409.1.4.6 National Institute for Standards and Technol-

ogy

Standard Development Services Section, Standards Applica-

tion and Analysis Division, Washington, D.C. 20234 NIST

1. Mat-Formed Particleboard CS236

2. Structural Glued Laminated Timber PS56

3. Construction and Industrial Plywood PS1

4. American Softwood Lumber Standard PS20

5. Performance Standard for Wood Based Struc-

tural Use Panels PS2*

*All wood-based structural panels except plywood shall have

Product Approval and shall be tested in accordance with

High-Velocity Hurricane Zone testing protocols.



R4409.1.4.7 American Forest and Paper Association

1111 19 Street NW, Washington, D.C. 20036

1. ANSI/AF&PA National Design Specification

for Wood Construction, 2001

2. ANSI/AF&PA Design Values for Wood Con-

struction, 2001

3. Wood Structural Design Data, 1992

4. Span Tables for Joists and Rafters, 1993

5. Working Stresses for Joists and Rafters, 1993

6. Wood Construction Data No. 1, Details for Con-

ventional Wood Frame Construction, 2001

7. Wood Construct ion Data No. 4,

Plank-and-Beam Framing for Residential Build-

ing, 1989

8. Wood Construction Data No. 5, Heavy Timber

Construction Details, 1989

9. Wood Construction Data No. 6, Design of Wood

Frame Structures for Permanence, 1988

10. Technical Report No. 7, The Permanent Wood

Foundation System, 1987

11. ANSI/AF&PA WFCM-2001, Wood Frame

Construction Manual for one and Two-Family

Dwellings, 2001

12. All-Weather Wood Foundation System, Design,

Fabrication, Installation Manual, 1987

13. Technical Report No. 7, All-Weather Wood

Foundation System Basic Requirements with

Supplements, 1987

R4409.1.4.8 Timber Company, Inc.

2402 Daniels Street, Madison, WI 53704 TECO

Performance Standards and Policies for Structural use

Panels. PRP-133

R4409.1.4.9 Truss Plate Institute

218 N. Lee Street, Suite 312, Alexandria, VA 22314

1. National Design Standard for Metal Plate Con-

nected Wood Truss Construction (Excluding

Chapter 2).

2. Building Component Safety Information (BCSI

1-03) Guide to Good Practice for Handling, In-

stalling & Bracing of Metal Plate Connected

Wood Trusses [A joint publication with the

Wood Truss Council of America (WTCA)].

R4409.1.4.10 Underwriters Laboratories, Inc.

333 Pfingsten Road, Northbrook, IL 60062

Test Methods for Fire Resistance of UL-790 Roof Cov-

ering Materials

SECTION R4409.2HIGH-VELOCITY HURRICANE ZONES—QUALITY

R4409.2.1 Identification. All lumber used structurally, in-

cluding end-jointed lumber, shall be identified by the grade

mark of a lumber grading or inspection bureau or agency ap-

proved by the Board of Review of the American Lumber Stan-

dards Committee or the Canadian Lumber Standards Adminis-

trative Board: except that precut material, rough-sawn lumber

and lumber thicker than 2 inches (51 mm) may be covered by a

certificate of inspection in lieu of grade marking. The glued

joints in end-jointed lumber, when used for load supporting

purposes, shall be certified to be in accordance with the appro-

priate grading rules.

R4409.2.1.1 Structural glued laminated timber shall be

manufactured and identified as required in ANSI/AITC

190.1 as adopted in Section R4409.1.4.

R4409.2.1.2 All wood-based structural panels used struc-

turally, including siding, roof sheathing, wall sheathing,

floor sheathing, diaphragms and built-up members, shall be

identified for grade and exposure level by the grade stamp

of an approved testing and grading agency indicating con-

formance with PS-1, PS-2, APA PRP-108 or TECO

PRP-133 as adopted in Section R4409.1.4.

R4409.2.1.3 Wood shingles and/or shakes shall be identi-

fied by the grademark of an approved grading or inspection

bureau or agency.

R4409.2.1.4 Fiberboard for its various uses shall conform

to ANSI/AHA A 194.1.

R4409.2.1.5 Hardboard shall conform to AHA standards as

adopted in Section R4409.1.4, and shall be identified as to

classification.

R4409.2.1.6 Particleboard shall conform to the mat-formed

particleboard standard, NIST CS236, as adopted in Section

R4409.1.4.6, and shall be identified by the grade mark or

certificate of inspection issued by an approved agency.

R4409.2.1.7 All lumber and wood-based structural panels

required to be fire-retardant-treated shall bear permanent

identification showing the fire performance rating thereof

issued by an approved testing agency having a follow-up

service. When exposed to the weather the material shall be

permanently identified as suitable for such use in accor-

dance with Section R4409.14.4. When exposed to sustained

high humidity, the material shall be permanently identified

as a low hygroscopic type suitable for interior use. Allow-

able design values, including connection design values, for

lumber, glued laminated timber and wood-based structural

panels, pressure treated with fire retardant chemicals shall

be obtained from the company providing the treatment and

redrying services. Listing of allowable design values shall

be submitted and product approved.

R4409.2.1.8 All lumber, sawn timber, wood-based struc-

tural panels and poles supporting permanent structures and

required by this code to be pressure treated and as described

in the AWPA standards shall bear the quality mark of an ap-

proved inspection agency which maintains continued su-

pervision, testing and inspection over the product. Agencies

shall be accredited in accordance with the procedures of the

American Lumber Standard (PS 20) or approved equiva-

lent.

R4409.2.1.9 Pressure-treated poles shall be branded in ac-

cordance with AWPA Standard M6 at the treating facility.

R4409.2.1.10 The quality mark shall contain, as a mini-

mum, the following information:



1. The treating company and plant location

2. The AWPA standard to which the product is treated

3. The trademark of an approved inspection agency

which maintains continued supervision, testing and

inspection over the quality of the product as described

in the AWPA standards

4. The preservative used

5. The amount of retention of the chemical per cubic

foot of wood

6. If applicable, the method of drying after treatment

7. The purpose for which the wood has been treated:

ground contact, above ground or foundation

Exception: When the size of individual pieces, e.g. lum-

ber less than 1 inch (25 mm) in nominal thickness, or

lumber less than nominal 1x5 or 2x4, or lumber 36

inches (914 mm) and shorter, except that 5/4x4 shall be

quality marked, prevents application of full legible

marks, the quality mark shall be applied by stamping the

faces of exterior pieces or by end labeling not less than

25 percent of the pieces of a bundled unit.

R4409.2.1.11 All wood-based structural panels, including

those made of fiberboard, hardboard and particleboard shall

have Product Approval. Product Approval shall be given

upon certification by an approved independent testing labo-

ratory that the product:

1. Complies with the applicable standards set forth

above

2. The product complies with the manufacturer’s pub-

lished design properties before and after a wet-dry cy-

cle

3. The product when tested dry maintains a safety factor

of 2:1 and when tested after the cycles specified in

Section R4409.2.1.11(2) above maintains a safety

factor of 1.5:1. Testing shall be as specified in the test-

ing protocol.

R4409.2.2 Wood-based structural panels permanently ex-

posed in outdoor locations shall be rated for exterior use. When

used for roof sheathing exposed to the outdoors on the under-

side or used structurally for wall, floor or roof cladding or for

diaphragms, the panels shall be rated for Exposure 1 or exterior

use.

R4409.2.3 All lumber 2 inches (51 mm) or less in thickness

shall contain not more than 19 percent moisture at the time of

permanent incorporation in a building or structure and/or at the

time of treatment with a wood preservative.

R4409.2.4 Grade and species.

R4409.2.4.1 All structural wood members not limited by

other sections of this section shall be of sufficient size and

capacity to carry all loads as required by Section R4403

without exceeding the allowable design stresses specified in

the National Design Specification for Wood Construction

and in compliance with Section R4409.4.

R4409.2.4.2 Lumber boards used for floor and roof sheath-

ing shall be in accordance with Table R4409.2.4.2.

TABLE R4409.2.4.2MINIMUM GRADE REQUIREMENTS: BOARD GRADES

FLOOR OR ROOF SHEATHING GRADING RULES

Utility NLGA, WCLIB or WWPA

No. 4 Common or UtilityNLGA, WCLIB, WWPA,

NHPMA or NELMA

No. 3 SPIB

Merchantable RIS

SECTION R4409.3Reserved


UNIT STRESSESR4409.4.1 General.

R4409.4.1.1 Lumber used for joists, rafters, trusses, col-

umns, beams and/or other structural members shall be of no

less strength than No. 2 grade of Southern Pine, Douglas

Fir-Larch, Hem-Fir or Spruce-Pine-Fir. Joists and rafters

shall be sized according to AF&PA Span Tables for Joists

and Rafters adopted in Section R4409.1.4.

R4409.4.1.2 Lumber used for studs in exterior walls and in-

terior bearing walls shall be of no less strength than Stud

Grade of Southern Pine, Douglas Fir-Larch, Hem-Fir or

Spruce-Pine-Fir and capable of resisting all loads deter-

mined in accordance with Section R4403. The unbraced

height of the wall shall be no more than 8 feet 6 inches (2.6

m) (including top and bottom plates). Heights may be in-

creased where justified by rational analysis prepared by a

registered professional engineer or registered architect pro-

ficient in structural design.

R4409.4.1.3 Lumber used for studs in interior non-bearing

walls shall have a modulus of elasticity of no less than 0.9 by

106 psi (6205 MPa).

R4409.4.1.4 The designer shall specify on the design draw-

ings the size, spacing, species and grade of all load support-

ing members.

R4409.4.2 Allowable stress design value may be modified for

repetitive, duration, etc., factors where design is by a registered

professional engineer or registered architect proficient in struc-

tural design or where such modified values are reflected in the

tables of the standards in Section R4409.1.4.


VERTICAL FRAMINGR4409.5.1 Studs in bearing and exterior walls. Studs in

walls framing over 8 feet 6 inches (2.6 m) (including top and

bottom plates) or supporting floor and roof loads shall be de-

signed by rational analysis prepared by a registered profes-

sional engineer or registered architect proficient in structural

design.



R4409.5.1.1 Minimum size. Studs shall be not less than

2x6 for exterior walls or 2x4 for interior bearing or load re-

sisting walls unless designed by rational analysis by a regis-

tered licensed engineer or registered architect proficient in

structural design.

R4409.5.1.2 Spacing. Studs shall be spaced not more than

16 inches (406 mm) on center unless designed by rational

analysis as a system of columns and beams by a registered

licensed engineer or registered architect proficient in struc-

tural design.

R4409.5.1.3 Placing.

R4409.5.1.3.1 Studs in exterior and bearing walls shall

be placed with the longer dimension perpendicular to the

wall.

R4409.5.1.3.2 Studs in exterior walls and in bearing

walls shall be supported by foundation plates, sills, or

girders or floor framing directly over supporting walls or

girders. Stud bearing walls when perpendicular to sup-

porting joists may be offset from supporting walls or

girders not more than the depth of the joists unless such

joists are designed for the extra loading conditions.

R4409.5.1.3.3 Stud walls framing into base plates of ex-

terior walls and interior bearing walls resting on masonry

or concrete shall be anchored past the plate to the ma-

sonry or concrete, or shall be anchored to a sill plate

which is anchored in accordance with Section

R4409.5.1.4.1 when the net wind uplift is up to 300

pounds per foot (4378 N/m).

R4409.5.1.4 Sills and/or base plates.

R4409.5.1.4.1 Sills and/or base plates, where provided

in contact with masonry or concrete, shall be of an ap-

proved durable species or be treated with an approved

preservative and shall be attached to the masonry or con-

crete with 1/2 inch (13 mm) diameter bolts with oversized

washer spaced not over 2 feet (610 mm) apart and em-

bedded not less than 7 inches (178 mm) into a grout filled

cell of masonry or into concrete. Base plates shall be

placed in a recess 3/4 inch (19 mm) deep and the width of

the base plate at the edge of a concrete slab, beam/slab or

any other type of construction which uses a masonry sur-

face or concrete slab, or be provided with an alternate

waterstop method as approved by the building official.

Alternate methods of anchorage may be designed by ra-

tional analysis by a registered professional engineer or a

registered architect proficient in structural design.

R4409.5.1.4.2 Where the base plate of a bearing wall is

supported on joists or trusses running perpendicular to

the wall and the studs from the wall above do not fall di-

rectly over a joist or truss, a double base plate or a single

base plate supported by a minimum 2x4 inset ribbon

shall be used to support the upper stud wall.

R4409.5.1.5 Top plates.

R4409.5.1.5.1 The top plate of stud bearing walls shall

be doubled and lapped at each intersection of walls and

partitions.

R4409.5.1.5.2 Joints shall be lapped not less than 4 feet

(1219 mm).

R4409.5.1.6 Corners. Corners of stud walls and partitions

shall be framed solid by not less than three studs.

R4409.5.1.7 Splicing. Studs, other than end-jointed lum-

ber, shall be spliced only at points where lateral support is

provided.

R4409.5.1.8 Framing types.

R4409.5.1.8.1 Wood framing may be any one, or a com-

bination of, the following types: Platform, balloon, plank

and beam or pole type.

R4409.5.1.8.2 Exterior stud walls of two-story buildings

shall be balloon-framed with studs continuous from

foundation to second floor ceiling and with second floor

joists supported as indicated in Section R4409.6.3.3. Ga-

ble end walls in wood frame buildings shall be balloon

framed with studs continuous from foundation to roof.

Exception: Platform framing is allowed in buildings

over one story in height provided an additional man-

datory inspection for floor level connectors is made

before the framing/firestopping inspection. Gable

end walls shall be balloon framed with studs continu-

ous from top floor to roof.

R4409.5.1.9 Notching.

R4409.5.1.9.1 Studs that carry loads in excess of 75 per-

cent of their capacity shall not be notched or cut.

R4409.5.1.9.2 Studs that carry loads 75 percent or less of

their capacity may be notched to one-third of the depth

without limit of the number of consecutive studs.

R4409.5.1.10 Pipes in walls.

R4409.5.1.10.1 Stud walls and partitions containing

pipes shall be framed to give proper clearance for the

piping.

R4409.5.1.10.2 Where walls and partitions containing

piping are parallel to floor joists, the joists shall be dou-

bled and may be spaced to allow vertical passage of

pipes.

R4409.5.1.10.3 Where vertical pipe positions necessi-

tate the cutting of plates, a metal tie not less than 1inch by1/8 inch (25 mm by 3 mm) shall be placed on each side of

the plate across the opening and nailed with not less than

two 16d or three 8d nails at each end.

R4409.5.1.11 Headers.

R4409.5.11.1 All headers in bearing walls shall be de-

signed by rational analysis.

R4409.5.1.11.2 Headers or lintels over stud wall open-

ings shall have not less than nominal 2-inch (51 mm)

bearings.

R4409.5.1.12 Studs joining masonry or reinforced concrete

walls. Where stud walls or partitions join masonry or con-

crete walls, such studs shall be secured against lateral move-

ment by bolting to the masonry or concrete with 1/2 inch (13

mm) diameter anchor bolts with oversized washer spaced

not more than 4 feet (1219 mm) apart and embedded not less



than 5 inches (127 mm) into a grout filled cell or into con-

crete or as designed by a registered licensed engineer or reg-

istered architect proficient in structural design using

rational analysis.

R4409.5.1.13 Wind bracing. Exterior stud walls shall be

effectively wind-braced in accordance with Section

R4409.9.3. Such bracing shall be designed by a registered

licensed engineer or registered architect proficient in struc-

tural design.

R4409.5.1.14 The intermixing of wall framing described in

this section with other types of structural wall systems as

provided in this code shall not be permitted unless such wall

framing and connections are designed by a registered pro-

fessional engineer or registered architect proficient in struc-

tural design.

R4409.5.1.15 Wall hung fixtures. Studs in bearing walls,

exterior walls and nonbearing partitions supporting wall

hung plumbing fixtures and wall cabinets shall be not less

than 2x4, where spaced not more than 16 inches (406 mm)

on center or, not less than 2x6, where spaced not more than

24 inches (610 mm) on center.

R4409.5.1.15.1 A minimum 2x4 horizontal wood mem-

ber, securely fastened to not less than two such studs,

shall be installed for the attachment of each wall hung

plumbing fixture and wall cabinet.

R4409.5.2 Interior nonbearing partitions.

R4409.5.2.1 Studs in interior nonbearing partitions shall be

of not less than 2x4 spaced not more than 24 inches (610

mm) o.c.

R4409.5.2.2 Interior nonbearing stud partitions may have a

single top plate.

R4409.5.2.3 Headers over openings not exceeding 4 feet

(1219 mm) in width may be of 2-inch (51 mm) nominal

thickness placed flat and end-nailed through the studs with

no solid bearing provided.

R44.9.5.2.4 Studs in interior nonbearing partitions shall be

placed with the longer dimension perpendicular to the parti-

tion.

R4409.5.2.5 Stud partitions subject to frequent wetting

shall be of pressure treated wood or shall be protected with

15-pound (7 kg) asphalt-saturated felt, or by other approved

design methods.

R4409.5.2.6 Wardrobe units serving as non-bearing parti-

tions, prefabricated or partially prefabricated may be of 2x2

studs spaced not farther apart than 16 inches (406 mm) pro-

vided there is a wood-based structural panel skin-glued or

nailed to the studs.

R4409.5.3 Columns and posts.

R4409.5.3.1 Columns and posts shall be framed to true end

bearing, shall be securely anchored against lateral and verti-

cal forces, and shall be designed by a registered professional

engineer or registered architect proficient in structural de-

sign.

R4409.5.3.2 The bottom of columns and posts shall be pro-

tected against deterioration by an approved product or

method.

R4409.5.3.3 Columns and posts shall be spliced only in re-

gions where lateral support is adequately provided about

both axes and is designed by rational analysis. Such design

shall be prepared, signed and sealed by a registered profes-

sional engineer or registered architect proficient in struc-

tural design.

R4409.5.3.4 Design dimensions of columns and posts shall

not be reduced by notching, cutting or boring.


HORIZONTAL FRAMINGR4409.6.1 Size.

R4409.6.1.1 The minimum size of joists and rafters shall be

as set forth in Section R4409.4.

R4409.6.1.2 The design of horizontal framing other than

joists and rafters shall be as set forth in Section R4409.4.1.1.

R4409.6.1.3 Horizontal wood members independently sup-

porting a suspended ceiling shall be not less than 2x4 and

hangers shall be not less than the equivalent of 1x4 wood

members providing proper nailing.

R4409.6.2 Spacing. Joists and rafters, where a plaster ceiling

is directly supported, shall comply with Section R4411.1.2.3.

R4409.6.3 Bearing.

R4409.6.3.1 Joists and rafters shall have not less than three

inches of bearing, on wood, metal, grout filled masonry or

concrete except as provided in Sections R4409.6.3.2,

R4409.6.3.3 and R4409.6.3.4.

R4409.6.3.2 Masonry and concrete.

R4409.6.3.2.1 Joists and rafters may bear on and be an-

chored by steel strap anchor embedded into a grout filled

cell of the masonry or reinforced concrete, as described

in Section R4409.8.5.1, to a wood plate provided such

wood plate is of an approved durable species or pressure

treated with an approved preservative and such plate

shall be not less than 2x4 and attached as per Section

R4409.5.1.4.1. The net uplift on the plate shall be limited

to 300 pounds per foot (4378 N/m).

R4409.6.3.2.2 Joists and rafters may bear on a product

control approved channel-shaped metal saddle and fas-

tened to the masonry by a steel strap anchor embedded

into a grout filled cell of the masonry or concrete.

R4409.6.3.2.3 Joists and rafters may bear on masonry,

provided that each joist or rafter in contact with masonry

is of an approved durable species or pressure treated with

an approved preservative and anchored as in Section

R4409.6.3.2.2 above.

R4409.6.3.3 Floor joists may butt into a header beam if ef-

fectively toenailed and if an approved metal hanger provid-

ing not less than 3 inches (76 mm) of bearing transmits the

vertical load to the top of the header, provided, however,



that approved devices or other approved means of support

may be used in lieu of such bearing. All hangers and devices

shall have Product Approval.

R4409.6.3.4 Ceiling joists may butt into a header beam, as

set forth for floor joists, or approved devices or other ap-

proved means of support may be used in lieu of such bear-

ing. All devices shall have Product Approval.

R4409.6.3.5 In lieu of the above, bearing and anchorage

may be designed by rational analysis by a registered profes-

sional engineer or registered architect proficient in struc-

tural design.

R4409.6.4 Splicing. Horizontal members shall not be spliced

between supports except that properly designed splices or ap-

proved end-jointed lumber may be used.

R4409.6.5 Notching and boring.

R4409.6.5.1 Unless local unit stresses are calculated on the

basis of reduced size, wood members in bending shall not be

cut, notched or bored except as provided in Sections

R4409.6.5.1.1 and R4409.6.5.1.2.

R4409.6.5.1.1 Notches may be cut in the top or bottom

not deeper than one-sixth of the depth not longer than

one-third of the depth of the member and shall not be lo-

cated in the middle one-third of the span. Where mem-

bers are notched at the ends, over bearing points, the

notch depth shall not exceed one-fourth the member

depth.

R4409.6.5.1.2 Holes may be bored in the middle

one-third of the depth and length and not larger than

one-sixth of the depth. Space between any two holes in

the same joist shall be not less than the depth of the joist.

R4409.6.5.2 Where necessary to run service pipes in the

space between the ceiling and floor larger than can be ac-

commodated by the above provision, such ceilings shall be

furred or provision made for headers or beams and/or for

changing direction of the joists where the design permits.

R4409.6.6 Openings.

R4409.6.6.1 Joists shall be doubled adjacent to openings

where more than one joist is cut out or shall be so increased

in size or number as may be needed to meet the stress re-

quirements.

R4409.6.6.2 Headers shall be of the same size as the joists

and where supporting more than one joist shall be double

members.

R4409.6.6.3 Headers shall be supported by approved metal

hangers or ledgers or other approved members.

R4409.6.7 Wood entering masonry or reinforced concrete.

R4409.6.7.1 Wood joists, beams or girders which frame

into masonry or reinforced concrete shall have a minimum

of 1/2 inch (13 mm) air space at the top, end and sides or shall

be preservative pressure treated or of an approved durable

species.

R4409.6.7.2 Where masonry extends above such wood

members, joists shall be fire-cut so the top edge does not en-

ter the masonry more than 1 inch (25 mm) or shall be pro-

vided with wall plate boxes of self-releasing type or ap-

proved hangers.

R4409.6.7.3 Where joists enter a masonry wall required to

be fire resistive, such joists shall be separated from the op-

posite side of the wall by at least 4 inches (102 mm) of solid

masonry.

R4409.6.8 Floor joists.

R4409.6.8.1 Floor joists under all walls or partitions paral-

lel to the joists shall be doubled.

R4409.6.8.2 Doubled joists may be separated not more than

6 inches (152 mm).

R4409.6.8.3 Floor joists supporting concrete or grout for

tile floors shall have a maximum spacing of 12 inches (305

mm).

R4409.6.9 Ceiling joists.

R4409.6.9.1 In buildings with pitched roofs the ceiling

joists, where practicable, shall be nailed to the rafters and

shall be designed to carry all imposed loads including but

not limited to lateral thrust.

R4409.6.9.2 Ceiling joists spanning more than 10 feet (3 m)

shall be laterally supported at mid-span.

R4409.6.9.3 Ceiling joists shall not be used to support rafter

loads unless the joists and connections are properly de-

signed for the total load being imposed.

R4409.6.10 Roof framing. The permit documents shall in-

clude roof framing plans showing spacing and spans of all roof

members indicating any fabricated elements to be designed

and furnished by others and shall include the details for support

and bearing of the roof structural system, for the permanent

cross/lateral/diagonal bracing and anchorage required to resist

dead, live and wind loads as set forth in Section R4403.9. The

framing plans shall also indicate the uplift forces applied on the

roof, sheathing type, thickness and nailing requirements for the

sheathing. The roof framing plans shall be prepared by and

bear the sign and seal of, a registered professional engineer or

registered architect of record proficient in structural design.

R4409.6.11 Roof joists. Roof joists may cantilever over exte-

rior walls as limited by the allowable stress, but the length of

such cantilever shall not exceed half the length of the portion of

the joist inside the building; and where the cantilever of tail

joists exceeds 3 feet (914 mm), the roof joist acting as a header

shall be doubled.

R4409.6.12 Roof rafters.

R4409.6.12.1 Hip rafters, valley rafters and ridge boards

shall be provided and shall be not less in size than the largest

rafter framing thereto nor less than required to support the

loads.

R4409.6.12.2 Collar ties.

R4409.6.12.2.1 Collar ties and their connections shall be

provided to resist the thrust of rafters and shall be de-

signed by a registered engineer or registered architect

proficient in structural design.

R4409.6.12.2.2 Collar ties shall not be required if the

ridge is designed as a supporting beam. Such design shall



be done by a registered licensed engineer or registered

architect proficient in structural design.

R4409.6.12.2.3 Ceiling joists may serve as collar ties

when properly designed by a registered professional en-

gineer or registered architect proficient in structural de-

sign.

R4409.6.12.3 The actual roof and ceiling dead loads may be

used to resist uplift loads, but the maximum combined dead

load used to resist uplift loads shall not exceed 10) pounds

per square foot (479 Pa).

R4409.6.13 Heavy timber construction. Heavy timber con-

struction of floors or roofs shall comply with the standards in

Section R4409.1.4. All heavy timber construction shall be de-

signed by a registered professional engineer or registered ar-

chitect proficient in structural design to withstand the loads

required in Section R4403.

R4409.6.14 Vertically laminated beams. Vertically lami-

nated built-up beams shall be designed and made up of mem-

bers continuous from bearing to bearing.

R4409.6.15 Glued laminated members. Glued laminated

members shall be designed to comply with applicable AITC

standards adopted by this code.

R4409.6.16 Stair stringers.

R4409.6.16.1 Stair stringers shall, where practicable, be

framed to provide 4 inches (102 mm) of bearing at the ends.

R4409.6.16.2 Where it is not practicable to provide such

bearing, the stringers shall be hung in steel hangers of ap-

proved type.

R4409.6.16.3 Stair stringers shall not be notched or cut in

the effective area.

R4409.6.16.4 Two stringers shall be provided for each

flight of stairs no more than 36 inches (914 mm) in width,

and an additional stringer shall be provided for each 18

inches (457 mm) of additional stair width except for public

stairs where the number of stringers shall be determined by

rational analysis by a registered professional engineer or

registered architect proficient in structural design.

R4409.6.17 Wood trusses.

R4409.6.17.1 Trussed rafters. Trussed rafters shall be de-

signed by methods admitting of rational analysis by a regis-

tered professional engineer or registered architect proficient

in structural design based on the standards set forth in Sec-

tion R4409.1.4.

R4409.6.17.1.1 Where steel is used for connecting wood

members, such connectors shall be not less than 20 U.S.

gauge and shall be protected with a zinc coating con-

forming to the ASTM A361 Standard set forth in Chapter

43 of this code. Connectors shall have Product Approval

or shall be designed by methods admitting of rational

analysis by a registered professional engineer or regis-

tered architect proficient in structural design.

R4409.6.17.1.2 Where a ceiling is to be attached directly

to the underside of trusses, the trusses shall be laterally

braced with continuous 1x4 members nailed with 8d

common nails to the upper side of the bottom chord at

panel points but not to exceed 10 feet (3 m) apart. This

lateral bracing shall be restrained at each end and at 20

foot (6 m) intervals. Drywall may be considered a rigid

ceiling in enclosed areas where it is protected from the el-

ements. The drywall ceiling is not to be considered a ceil-

ing diaphragm.

R4409.6.17.1.3 Where a ceiling is to be attached to wood

stripping which is nailed to the underside of the bottom

chord of trusses with two 8d common nails at each inter-

section, stripping shall be not less than 1x3 spaced not

more than 24 inches (610 mm) apart. Wood stripping

may be replaced by furring channels. Furring channels

shall be a minimum of 7/8 inch (22 mm) hat shaped chan-

nels weighing 287 pounds per 1000 lineal foot (41.4 kg

per 100 m) with minimum based steel of 0.0179 inch

(0.445 mm) and complying with ASTM C 645 attached

to trusses with minimum two #6 11/4 inch (32 mm)

screws per intersection. Said stripping or metal furring

channels may serve also as the lateral bracing of the truss

bottom chord so as to minimize the effects of buckling of

the bottom chord when subjected to compressive stresses

under reverse load conditions. In addition, the rigid ceil-

ing that is created by this 1x3 stripping or metal furring

channels must also be restrained from lateral move-

ments, in accordance with the details provided by the ar-

chitect or licensed engineer of record.

Exception: Where fire-rated design assembly does

not allow for this specific installation, see Section

R4409.6.17.1.2

R4409.6.17.1.4 Where a ceiling is attached to wood

members suspended beneath trusses, the provisions of

Section R4409.6.1 shall apply.

R4409.6.17.2 Prefabricated wood trusses. Prefabricated

wood trusses shall comply with this section.

R4409.6.17.2.1 Design.

R4409.6.17.2.1.1 Prefabricated wood trusses shall be

designed by a registered professional engineer (dele-

gated engineer) and fabricated in accordance with the

National Design Standard for Metal Plate Connected

Wood Truss Construction of the Truss Plate Institute

(TPI). The truss system designer (delegated engineer)

shall prepare the truss system shop drawings. Such

shop drawings shall be submitted to the building offi-

cial for review and approval. The shop drawings shall

meet the following requirements:

1. All shop drawings shall be in conformity with

the architect or engineer of record framing

plans unless prior written approval is obtained

from the architect or engineer of record. If

reframing is approved, the architect or engineer

of record shall resubmit revised framing plans

to the building official after receiving updated

plans from the delegated engineer showing all

adjustments necessary to safely transmit all ap-

plied loads to the foundation.

2. Permanent bracing of individual truss members

may be required on certain members of the



trusses to prevent the members from buckling

in the plane normal to the trusses (buckling in

the narrow direction). This bracing shall be de-

signed for both upward and downward loads

and shall be shown on the individual truss

drawings [truss engineering usually shown on

81/2-inches by 11-inch (216 mm by 279 mm)

sheets (“A” size drawings)]. The design of this

bracing shall be the responsibility of the dele-

gated engineer. The contractor shall be respon-

sible for seeing that this bracing is properly

installed. This bracing may be in the form of

(but not limited) to “T” bracing of an individual

member, or lateral bracing of a series of mem-

bers common to a number of trusses. Where lat-

eral bracing is used, this bracing shall be

restrained against lateral movement, in accor-

dance with details provided by the delegated

engineer or by the architect or professional en-

gineer of record. All details and sections re-

quired to show the size and connections of all

secondary members will be supplied on the del-

egated engineering plans and shall show all

framing, connections and bracing on one or

more primary plans of minimum size 24 inches

by 36 inches (610mm by 914 mm).

3. A size 81/2-inches by 11-inches (216 mm by 279

mm) cut sheets showing individual member de-

sign shall also be furnished to the architect or

engineer of record so that all gravity and uplift

loads shown on these cut sheets can be trans-

ferred to the primary plans.

4. The size and location of all plates at each joint

shall be shown on the truss design drawings.

5. The connection between trusses shall be de-

tailed in the shop drawings. Hip sets shall be de-

tailed in a manner to indicate all connections

according to engineering drawings for the at-

tachment of skewed members.

6. Truss design drawings shall indicate the sup-

port and minimum bearing of the roof structural

system, the permanent cross/lateral bracing,

bracing to transfer member buckling forces to

the structure and all bracing and anchorage re-

quired to resist uplift and lateral forces.

7. Flat and floor trusses must be clearly marked so

that they will be installed right side up. These

marks must remain after the flooring, sheathing

and insulation have been installed.

The intent of the above requirements is to provide

all information on framing, connections and bracing

on one composite set of plans approved by the archi-

tect or engineer of record to aid in the review, ap-

proval and field inspections for the portion of the

property.

R4409.6.17.2.1.2 Trusses shall be designed for wind

loads per Section R4403, uniformly distributed live,

dead and concentrated loads, and such loads shall be

indicated on the roof framing plans and the truss de-

sign drawings. Where a girder or truss is subjected to

concentrated loads or any unusual loading condition,

such conditions must be clearly indicated on the roof

framing plans and on the truss design drawings.

Where truss members have been cut, shifted or altered

in any manner to meet construction needs or for any

other reason, additional drawings and additional cal-

culations must be prepared, signed and sealed by the

truss designer (a Florida-delegated engineer). Such

additional drawings and calculations must be ap-

proved by the engineer or architect of record and must

be submitted to the building official for review and

approval.

R4409.6.17.2.1.3 Roof trusses shall be designed for a

minimum live load of 30 psf (1436 Pa), a minimum

dead load of 15 psf (718 Pa) on the top chord, and a

minimum dead load of 10 psf (479 Pa) on the bottom

chord; and wind loads per Section R4409 of this code.

Where the roof design is such that water is not di-

rected to the interior of the roof and there are no para-

pets or other roof edge drainage obstructions, roof

trusses with slopes of 11/2:12 or greater may be de-

signed for a live load of 20 psf (958 Pa) and a mini-

mum total load of 45 psf (2155 Pa). Adjustment of the

allowable design stress for load duration shall be in

accordance with National Design Specification for

Wood Construction except that load duration factor

for wind loads shall not exceed 1.33.

R4409.6.17.2.1.4 The allowable deflection under

live load for trusses shall not exceed span/360 for

plastered ceilings, span/240 for unplastered finished

ceilings, or span/180 for trusses without a ceiling.

R4409.6.17.2.1.5 Flat roof trusses shall be designed

for not less than the loads set forth in Section

R4409.6.17.2.1.3 above, except that the dead load on

the top chord may be taken as 10 psf (479 Pa) in lieu of

15 psf (718 Pa), and the total load reduced to 50 psf

(2394 Pa). Adjustment of the allowable design stress

for load duration shall be in accordance with National

Design Specification for Wood Construction except

that load duration factor for wind loads shall not ex-

ceed 1.33.

R4409.6.17.2.1.6 Where gable end trusses are per-

mitted in this code, they shall be designed for a mini-

mum live load of 30 psf (1436 Pa) and a minimum

dead load of 15 psf (718 Pa) on the top chord. The

minimum load of 10 psf (479 Pa) on the bottom chord

may be omitted where continuous support is pro-

vided. In addition, the gable end trusses shall be de-

signed to sustain wind load as specified in Section

R4403 but not less than 30 psf (1436 Pa) perpendicu-

lar to the plane of the truss. Such trusses shall use a ra-

tionally designed system to resist lateral wind loads

and be anchored to the substructure at intervals no

greater than 4 feet (1219 mm) on center to resist the

uplift forces and shall be designed to transfer the

loads to the substructure. The design of the system

used to resist the lateral loads imposed on the truss



shall be prepared by the engineer or architect of re-

cord.

R4409.6.17.2.1.7 When girders exceed two members

and when girder reactions exceed the capacity of stan-

dard connectors or hangers, these reactions shall be

shown on the drawings and the connection must be

designed, signed and sealed by a registered profes-

sional engineer or registered architect proficient in

structural design and such design shall be included as

part of the shop drawings.

R4409.6.17.2.1.8 All trusses shall be properly braced

to act as a system. Such bracing shall be included as

part of the design document.

R4409.6.17.2.2 Materials and specifications.

R4409.6.17.2.2.1 Trusses shall be fabricated apply-

ing the design values listed in the standard Design

Values for Wood Construction of the American For-

est and Paper Association.

R4409.6.17.2.2.2 Top and bottom chords shall be of

No. 2 grade or better. Web members shall be of No. 3

grade or better. A chord member is defined as the en-

tire top or bottom truss member which may consist of

shorter spliced pieces.

R4409.6.17.2.2.3 For trusses spanning 20 feet (6 m)

or less, the minimum percentage of grade-marked

members among top and bottom chords shall be 50

percent.

R4409.6.17.2.2.4 For trusses spanning more than 20

feet (6 m) the minimum percentage of grade-marked

percent, and there shall be a minimum of one marked

members among top and bottom chords shall be 75

web on each truss.

R4409.6.17.2.2.5 All lumber shall be 2x4 nominal or

larger, and no 2-inch (51 mm) nominal member shall

be less in size than 11/2 inch (38 mm).

R4409.6.17.2.2.6 The moisture content of all lumber

used in wood truss fabrication shall not exceed 19

percent.

R4409.6.17.2.2.7 Connector plates shall be not less

than 20 gauge galvanized steel meeting ASTM A

653/A 653M or A 924/A 924M, and shall be identi-

fied by the manufacturer’s stamp. The size and loca-

tion of all plates shall be shown on the truss design

drawings. Connectors shall have Product Approval.

R4409.6.17.2.2.8 All connector plates over 3 inches

(76 mm) and 25 percent of 3 inch (76 mm) or less, as

per TPI standards, shall bear the name, logo or other

markings, which clearly identify the manufacturer.

Semiannually, plate manufacturers shall certify com-

pliance with the provisions of Section 6 of the Truss

Plate Institute, TPI-95 or latest edition, National De-

sign Standard for Metal Plate Connected Wood Truss

Construction, with respect to the grade of steel, thick-

ness or gauge of material, and galvanizing to ASTM

G 60 as a minimum. This certification requirement

shall be satisfied by submitting by an approved inde-

pendent laboratory to the product control division.

R4409.6.17.2.3 Fabrication.

R4409.6.17.2.3.1 Manufacturers of prefabricated

wood truss assemblies shall obtain a valid certificate of

competency from the authority having jurisdiction.

R4409.6.17.2.3.2 Each truss shall bear the fabricators

stamp on a web member and 75 percent shall be

placed so as to be clearly visible after erection and be-

fore placement of ceiling.

R4409.6.17.2.3.3 Multiple member girder trusses

shall be predrilled at the truss plant for connection

bolts only. Hanger bolt holes shall be drilled on-site

on location indicated on approved drawings.

R4409.6.17.2.3.4 Each manufacturer or fabricator

shall retain the services of applicable organizations

among those listed below for monthly inspections of

the lumber grade used in fabrication. Following each

inspection, a report shall be submitted by the inspec-

tion agency to the authority having jurisdiction. All

inspection agencies providing any type of inspection

services shall be approved by the authority having ju-

risdiction.

For Pine:

Southern Pine Inspection Bureau or

Timber Products Inspection Inc. or

other grading agencies with appropriate

jurisdiction.

For Douglas Fir, Hem-Fir or Fir-Larch:

Western Wood Products Association or

West Coast Lumber Inspection Bureau.

Timber Products Inspection Inc. or

other grading agencies with appropriate

jurisdiction.

R4409.6.17.2.3.5 In addition, the fabricator shall em-

ploy an approved testing laboratory to conduct in-

spections of fabrication compliance. Such

inspections shall be made unannounced and at ran-

dom at least once a month. Following each inspection,

a report on approved forms shall be submitted by the

laboratory to the authority having jurisdiction and

such reports shall bear the date, signature and seal of

the supervising Florida-registered architect or profes-

sional engineer.

R4409.6.17.2.3.6 When there is evidence of noncom-

pliance with the provisions for fabrication set forth in

this paragraph or with the approved plans, the authority

having jurisdiction may require the inspection labora-

tory to make additional jobsite or plant inspections.

R4409.6.17.2.3.7 The authority having jurisdiction

may require load testing on noncomplying wood

trusses. The test results shall be reported to the author-

ity having jurisdiction.

R4409.6.17.2.3.8 Failure of units tested or receipt of

inspection reports indicating fabrication not in accor-

dance with approved truss design drawings, or failure



to submit required inspection and/or test reports, shall

be cause for suspension or revocation of the certifi-

cate of competency of the manufacturer or fabricator.

R4409.6.17.2.4 Truss erection.

R4409.6.17.2.4.1 All trusses shall be erected in ac-

cordance with TPI/WTCA BCSI 1 in addition to any

requirements indicated on the approved permit docu-

ment

R4409.6.17.2.4.2 For trusses having an overall length

of the bottom chord in excess of 35 feet (10.7 m) or 6

feet (1829 mm) overall height erection shall be super-

vised by either a registered licensed engineer or regis-

tered architect retained by the contractor. A retainer

letter from the registered licensed engineer or regis-

tered architect shall be submitted along with the shop

drawings as part of the permit document.

R4409.6.17.2.4.3 Temporary bracing shall be re-

quired during the erection of roof trusses to keep the

trusses in a true plumb position and to prevent top-

pling of the trusses during erection, until the roof

sheathing is applied. The provisions for temporary

bracing shown in TPI/WTCA BCSI 1 shall be used

for this bracing or a professional engineer or architect

shall design the temporary bracing system. The ulti-

mate responsibility to see this bracing is installed

properly during the erection process lies with the per-

mit holder. This bracing is extremely important for

the protection of life and property during the erection

process. Temporary truss bracing shall always be re-

quired.

R4409.6.17.2.4.4 At gable ends, this diaphragm shall

be designed to transmit lateral loads imposed on the

gable to roof diaphragms and/or ceiling diaphragms

where available. Where the wall supporting the gable

is not designed to withstand lateral loads independent

of the gable (by using shear walls or other methods),

anchorage of the gable to the wall shall be designed to

transmit the loads from the wall to the bracing and the

bracing designed to transmit the lateral loads from the

gable and wall to the roof diaphragms and/or ceiling

diaphragms where available. Ceiling diaphragms that

provide lateral support at gable walls shall be de-

signed by the architect or professional engineer of re-

cord, and shall have continuous bottom chord

bracing, end restraints, intermediate restraints and

conditions so as to sufficiently transfer the lateral

loads at the top of the gable end walls to the intersect-

ing shear walls. In no case shall the rigid ceiling as de-

fined in Section R4409.6.17.1.2 be used as an integral

part of the system needed for lateral bracing of the ga-

ble end walls.

R4409.6.17.2.4.5 Where masonry or reinforced con-

crete extends above wood trusses; trusses shall be de-

signed so as not to compromise the structural integrity

of the masonry or concrete wall it abuts in the event of

collapse caused by fire.


FIRESTOPSR4409.7.1 Firestopping shall be provided to cut off all con-

cealed draft spaces both vertical and horizontal.

R4409.7.1.1 Firestops shall form effective fire barriers be-

tween stories and between a story and roof space.

R4409.7.1.2 Firestopping shall be tightly and securely fit-

ted into place and where of wood, shall be not less than a

nominal 2 inches (51 mm) in thickness.

R4409.7.1.3 Spaces between chimneys and wood framing

shall be solidly filled with mortar or loose incombustible

materials supported on incombustible supports.

R4409.7.1.4 Firestopping shall consist of 2-inch (51 mm)

nominal lumber, or two thicknesses of 1-inch (25 mm)

nominal lumber with broken lap joints, or one thickness of23/32 inch (18 mm) plywood, with joints backed by 23/32 inch

(18 mm) plywood, or other approved materials.

R4409.7.1.5 Draftstopping materials shall be not less than3/8 inch (9.5 mm) plywood or other approved materials ade-

quately supported.

R4409.7.1.6 Required firestops and draftstops shall be con-

tinuous, and such continuity shall be maintained through-

out. Penetrations of firestops or draft stops shall be sealed or

protected in an approved manner.

R4409.7.1.7 Ventilation of concealed roof spaces shall be

maintained in accordance with Section R4409.13.3.2.

R4409.7.2 Firestopping shall be installed in wood frame con-

struction in the locations specified in Sections R4409.7.2.1

through R4409.7.2.6.

R4409.7.2.1 In concealed spaces of stud walls and parti-

tions including furred spaces at ceiling and floor levels to

limit the maximum dimension of any concealed space to 8

feet (2438 mm).

R4409.7.2.2 At all interconnections between concealed

vertical and horizontal spaces such as occur at soffits, drop

ceilings, cove ceilings and similar features.

R4409.7.2.3 In concealed spaces between stair stringers at

least once in the middle of each run, at the top and bottom,

and between studs along and in line with adjacent run of

stairs of the run.

R4409.7.2.4 At openings around vents, pipes, ducts, chim-

neys and fireplaces at ceiling and floor levels with approved

noncombustible materials, except in the case of approved

metal chimney installation.

R4409.7.2.5 In concealed spaces created by an assembly of

floor joists, firestopping shall be provided for the full depth

of the joists at the ends and over the support.

R4409.7.2.6 Around the top, bottom and sides of door pock-

ets.

R4409.7.3 Draftstopping. Draftstopping shall be provided in

wood frame construction in the locations specified in Sections

R4409.7.3.1 and R4409.7.3.2.

R4409.7.3.1 Floor-ceiling assemblies.



R4409.7.3.1.1 Other Occupancies. All other buildings,

in floor-ceiling assemblies so that horizontal areas do not

exceed 1,000 square feet (93 m2).

R4409.7.3.2 Attics.

R4409.7.3.2.1 Group R3. None required.

Exceptions:

1. Where corridor walls provide a tenant separa-

tion, draftstopping shall be required above only

one of the corridor walls.

2. Where flat roofs with solid joist construction

are used, draftstopping over tenant separation

walls is not required.

3. Where approved sprinklers are provided,

draftstopping shall be required for attic spaces

over 9,000 square feet (836 m2) in area.


ANCHORAGE

R4409.8.1 Anchorage shall be continuous from the foundation

to the roof and shall satisfy the uplift requirements of Section

R4403.9.

R4409.8.2 Joists.

R4409.8.2.1 Fire-cuts into a masonry wall shall be an-

chored to the concrete beam on which they bear.

R4409.8.2.2 Such anchors shall be spaced not more than 4

feet (1219 mm) apart and shall be placed at opposite ends

across the building on the same run of joists.

R4409.8.3 Joists shall be nailed to bearing plates, where such

plates occur, to each other where continuous at a lap and to the

studs where such studs are contiguous; and ceiling joists shall

be nailed to roof rafters where contiguous.

R4409.8.4 Every roof rafter and/or roof joist shall be anchored

to the beam or studs on which they bear, and roof rafters oppos-

ing at a ridge shall be anchored across the ridge as set forth in

Section R4409.8.6.

R4409.8.5 Anchorage to concrete.

R4409.8.5.1 Anchorage designed to resist uplift forces, se-

curing wood to concrete shall be steel straps embedded in

the concrete minimum of 4 inches (102 mm) with hooking

devices to top steel of tie beam designed to withstand the up-

lift forces set forth by the design professional. Straps shall

be an approved product. All anchors and related fasteners

shall be galvanized.

R4409.8.5.2 As an alternate to using the straps described in

this section, the building official may approve other anchor-

age submitted by a Florida-registered professional engineer

or a Florida-registered architect, proficient in structural de-

sign, provided that the information set forth in Section

R4409.8.7(1), (2) and (3) submitted in connection with such

anchors and such anchors and the proposed assembly other-

wise comply with the requirements of this code.

R4409.8.6 Anchorage to wood.

R4409.8.6.1 Anchorage designed to resist uplift forces, se-

curing wood to wood shall be steel straps nailed to each

member and shall be designed to resist uplift forces set forth

by the design professional. Straps shall be an approved

product. All anchors and relative nails shall be galvanized.

R4409.8.6.2 As an alternate to using straps described in this

section, the building official may approve other anchorage

submitted by a Florida-registered architect or a florida reg-

istered professional engineer, proficient in structural de-

sign, provided that the information set forth in Sections

R4409.8.7(1), (2) and (3) submitted in connection with such

anchors and such anchors and the proposed assembly other-

wise comply with the requirements of this code.

R4409.8.7 Testing of anchoring. Anchoring required by

R4409.8. and R4409.8.6 shall be tested under the following

criteria:

1. Concrete to wood straps: Minimum design uplift load

700 pounds (3114 N), with 4 16d nails with upper end

bent over truss chord and nailed. Nails shall be clinched.

Anchors shall have devices to hook into upper tie beam

steel and embedded a minimum of 4 inch (102 mm) in

concrete.

2. Wood to wood straps: Minimum design uplift 700 lb

(3114 N) with four 16d nails in each member.

3. Other anchors: Minimum design uplift 700 pounds

(3114 N).

4. The criteria stated in Sections R4409.8.7(1), (2) and (3)

above are minimum requirements for Product Approval.

Anchor design and uplift forces shall be approved site for

the inspector to.


SHEATHINGR4409.9.1 Floor sheathing.

R4409.9.1.1 Floor sheathing, where a part of a required

fire-resistive assembly, shall comply with a nationally rec-

ognized testing agency (Underwriter’s Laboratory, Factory

Mutual, etc.).

R4409.9.1.2 The finish floor shall be tongue-and-grooved

not less than nominal one inch (25 mm) lumber laid perpen-

dicular to the joists with end joints on the joists, or a

sub-floor shall be provided as set forth in Sections

R4409.9.1.3, R4409.9.1.4, R4409.9.1.5, and R4409.9.1.6.

R4409.9.1.3 Square-edged or spaced subflooring may be

used only under a finish floor having a strength equal to or

greater than 1/2 inch (12.7 mm) tongue-and-groove wood

strip flooring; and under finish floors of less strength, a

tongue-and-groove or plywood subfloor shall be required.

R4409.9.1.4 Lumber subflooring shall be not less than5/8-inch (17 mm) thick when joists are spaced no more than

16 inches (406 mm) on center nor less than 3/4-inch (19 mm)

thick when joists are spaced no more than 24 inches (610

mm) on center. End joints shall be on joists, joints shall be



staggered and parallel to the joists, and ends at walls and

similar places shall be supported by a ribbon or by blocking.

R4409.9.1.5 Plywood subfloors of C-D grade or

Underlayment grade bonded to wood joist using adhesives

meeting the requirements of ASTM D 3498 shall be applied

as indicated in Section R4409.9.1.6.

R4409.9.1.6 Plywood subflooring shall be continuous over

two or more spans with face grain perpendicular to the sup-

ports. The allowable spans shall not exceed those set forth in

Table R4409.9.1.6.

TABLE R4409.9.1.6PLYWOOD SUBFLOOR1

PANEL SPAN RATING2 MAXIMUM PLYWOOD SPAN (IN.)3

32/16 164

40/20 204

48/24 24


Notes:1. These values apply for Sheathing C-D and C-C grades only. Spans shall be

limited to values shown, and reduced for the possible effects of concen-

trated loads.

2. Span Ratings shall appear on all panels.

3. Plywood edges shall have approved tongue-and-groove joints or shall be

supported with blocking unless1/4 inch minimum thickness underlay is in-

stalled or1/2 inch of approved cellular or lightweight concrete is installed or

unless finish floor is 1-inch nominal woodstrip. Allowable uniform load

based on deflection of1/360 of span is 100 pounds per square foot.

4. May be 24 inches if nominal 1-inch wood strip finish floor is laid at right

angles to joists.

R4409.9.1.6.1 Plywood panels shall be nailed to sup-

ports with 6d common nails when up to 1/2 inch (13 mm)

thick, 8d common nails when 19/32 to 3/4 inch (15 to 19

mm) thick and 10d common nails or 8d ring shank when

11/8 inches (29 mm) thick.

R4409.9.1.6.2 Nail spacing shall be 6 inches (152 mm)

o.c. at panel edges and 10 inches (254 mm) o.c. at inter-

mediate supports.

R4409.9.1.7 Any other subfloor panel shall have product

control division approval and shall be installed in accor-

dance with the procedures set forth in the approval.

R4409.9.1.8 Flooring shall be nailed with 8d common nails

up to 3/4 inch (19 mm) thick, and 10d common nails or 8d

ring shank nails when greater than 3/4 inch (19 mm) thick up

to 11/8 inches (29 mm) thick.

R4409.9.1.8.1 Nails shall be hand driven 8d common

nails [(0.131 inch (3.3 mm) diameter by 21/2 (inches

(63.5 mm) long with 0.281 inch (7.1 mm) diameter full

round head)] or power driven 8d nails of the same dimen-

sions (0.131 inch diameter by 21/2 inches long with 0.281

inch diameter full round head). Nails of a smaller diame-

ter or length may be used only when approved by an ar-

chitect or licensed engineer and only when the spacing is

reduced accordingly.

R4409.9.1.8.2 Nails shall be hand driven 10d common

nails (0.148 inch (3.8 mm) diameter by 3 inch (76 mm)

long with 0.312 inch (7.9 mm) diameter full round head)

or power driven 10d nails of the same dimensions (0.148

inch diameter by 3 inch long with 0.312 inch diameter

full round head). Nails of a smaller diameter or length

may be used only when approved by an architect or li-

censed engineer and only when the spacing is reduced

accordingly.

R4409.9.1.9 Nail spacing shall be 6 inches (152 mm) on

center at panel edges and 10 inches (254 mm) on center at

intermediate supports.

R4409.9.1.10 Flooring shall be nailed with 8d common

nails not less than two in each board at each support.

R4409.9.1.11 Floors for heavy timber buildings shall be

sheathed as specified for mill floors in Section R4409.9.13.

R4409.9.1.12 Flooring shall not extend closer than 1/2 inch

(12.7 mm) from masonry walls.

R4409.9.1.13 If resilient flooring is to be applied directly to

a plywood subfloor without separate underlayment, the ply-

wood shall have a top ply of C-plugged grade or better, and

the ply immediately under the face shall be at least C grade

unless the face ply is 1/6 inch (4.2 mm) or more in nominal

thickness. Plywood shall be continuous over two or more

spans with face grain perpendicular to supports. Maximum

thickness and maximum joist spacing shall comply with Ta-

ble R4409.9.1.13.

TABLE R4409.9.1.13ALLOWABLE SPAN FOR PLYWOOD

COMBINATION SUBFLOOR UNDERLAYMENT1

(SINGLE FLOOR PANELS)

SPECIESGROUPS

MAXIMUM PLYWOOD SPAN (IN.)2,3

164 5/84 24 48

1 1/2″ 5/8″ 3/4″

2,3 5/8″ 3/4″ 7/8″

4 3/4″ 7/8″ 1″

1,2 and 3 1 1/8″


Notes:

1. Applicable underlayment grade, C-C (plugged) and all grades of sanded

Exterior type plywood.

2. Spans shall be limited to values shown, and reduced for the possible effects

of concentrated loads.

3. Allowable uniform load based on deflection of 1/360 of span is 100 pounds

per square foot except that total load for 48" on center is 65 pounds per

square foot. Plywood edges shall have approved tongue-and-groove joints

or shall be supported with blocking unless 1/4 inch minimum thickness un-

derlay is installed or 1/2 inch of approved cellular or lightweight concrete

is placed over the subfloor and the sheathing is rated for Exposure 1.

4. If a wood finish floor is laid perpendicular to the joists or supports, thick-

ness shown for 16-inch and 20-inch spans may be used for 24-inch spans.

R4409.9.1.14 Underlayment hardboard shall meet the prop-

erty requirements for 7/32 inch (5.6 mm) and 1/4 inch (6.4 mm)

service hardboard and shall be 0.215 +/-0.005 inch (5.5

+/-0.13 mm) thickness; when supported in subflooring such

subflooring shall comply with the requirements of Sections

R4409.9.1.3, R4409.9.1.4, R4409.9.1.5 and R4409.9.1.6.

R4409.9.1.15 Particleboard floor underlayment shall con-

form to Type 1-B-1 of the standard listed in Section

R4409.1.4. Underlayment shall be not less than 1/4 inch (6.4

mm) in thickness and shall be installed in accordance with



the installation instructions of the National Particleboard

Association.

R4409.9.1.16 Diaphragm boundaries. All floor sheathing

acting as a diaphragm shall be attached to a minimum 2-inch

(51 mm) thick nominal nailer with its depth equal to or one

size greater than the intersecting top chord. The nailer shall

be connected to the wall to resist the gravity loads from the

floor, wind pressure/suction from the exterior wall and the

diaphragm forces. The floor sheathing shall be attached to

the nailer to resist the wind pressure/suction from the exte-

rior wall and the diaphragm forces.

R4409.9.2 Roof sheathing.

R4409.9.2.1 Wood roof sheathing shall be boards or shall

be plywood.

R4409.9.2.2 Board roof sheathing shall have a net thickness

of not less than 3/4 inch (19 mm) when the span is not more

than 28 inches (711 mm) or 5/8-inch (17 mm) when the span

is not more than 24 inches (610 mm), shall have staggered

joints and shall be nailed with 8d common nails not less than

two in each 6-inch (152 mm) board nor three in each 8 inch

(203 mm) board at each support.

R4409.9.2.3 Plywood roof sheathing shall be rated for Expo-

sure 1, have a minimum nominal thickness of 19/32 inch (21

mm) and shall be continuous over two or more spans with

face grain perpendicular to supports. Roof sheathing panels

shall be provided with a minimum of 2x4 edgewise blocking

at all horizontal panel joints with edge spacing in accordance

with manufacturer’s specifications, for a distance at least 4

feet (1219 mm) from each gable end. The allowable spans

shall not exceed those set forth in Table R4409.9.2.3.

TABLE R4409.9.2.3ALLOWABLE SPAN FOR PLYWOOD ROOF SHEATHING1

PANEL SPANRATING2

MAXIMUM SPAN IFBLOCK OR OTHER

EDGE SUPPORTS (IN.)

MAXIMUM SPANWITHOUT EDGESUPPORT (IN.)

32/16 24 24

40/20 40 32

48/24 48 36


Notes:1. Values apply to sheathing grade, C-C and C-D panels.

2. Span Rating appears on all C-C and C-D panels.

R4409.9.2.4 Plywood panels shall be nailed to supports

with 8d ring shank nails.

R4409.9.2.5 Nail spacing shall be 6 inches (152 mm) on

center at panel edges and at intermediate supports. Nail

spacing shall be 4 inches (102 mm) on center at gable ends

with either 8d ring shank nails or 10d common nails.

R4409.9.2.5.1 Nails shall be hand driven 8d ring shank

or power driven 8d ring shank nails of the following min-

imum dimensions: (a) 0.113 inch (2.9 mm) nominal

shank diameter, (b) ring diameter of 0.012 inch (0.3 mm)

over shank diameter, (c) 16 to 20 rings per inch, (d) 0.280

inch (7.1 mm) full round head diameter, (e) 23/8 inch

(60.3 mm) nail length. Nails of a smaller diameter or

length may be used only when approved by an architect

or licensed engineer and only when the spacing is re-

duced accordingly.

R4409.9.2.5.2 Nails at gable ends shall be hand driven

8d ring shank or power driven 8d ring shank nails of the

following minimum dimensions: (a) 0.113 inch (2.9

mm) nominal shank diameter, (b) ring diameter of 0.012

inch (0.3 mm) over shank diameter, (c) 16 to 20 rings per

inch, (d) 0.280 inch (7.1 mm) full round head diameter,

(e) 23/8 inch (60.3 mm) nail length or as an alternative

hand driven 10d common nails [(0.148 inch (3.8 mm) di-

ameter by 3 inches (76 mm) long with 0.312 inch (7.9

mm) diameter full round head)] or power driven 10d

nails of the same dimensions [0.148 inch (3.8 mm) diam-

eter by 3 inches (76 mm) long with 0.312 inch (8 mm) di-

ameter full round head]. Nails of a smaller diameter or

length may be used only when approved by an architect

or professional engineer and only when the spacing is re-

duced accordingly. Other products with unique fastening

methods may be substituted for these nailing require-

ments as approved by the building official and verified

by testing.

R4409.9.2.5.3 Other products with unique fastening

methods may be substituted for these nailing requirements

as approved by the building official and verified by test-

ing.

R4409.9.2.6 Roof sheathing for heavy timber construction

shall comply with Section R4409.6.13 of this code.

R4409.9.2.7 Diaphragm boundaries. All roof sheathing

acting as a diaphragm shall be attached to a minimum 2-inch

(51 mm) thick nominal member with its depth equal to or

one size greater than the intersecting top chord. This shall be

achieved with a continuous structural subfascia, fascia or

blocking at 4 inches (102 mm) on center with nails as re-

quired for the appropriate thickness of sheathing.

R4409.9.2.8 When existing roofs are reroofed to the point

that the existing roofing is removed down to the sheathing,

the existing roof sheathing shall be renailed with 8d com-

mon nails [(0.131 inch (3.3 mm) diameter by 21/2 inches

(63.5 mm) long with 0.281 inch (7.9 mm) diameter full

round head)]. Nail spacing shall be 6 inches (152 mm) on

center at panel edges, 6 inches (152 mm) on center at inter-

mediate supports and where applicable 4 inches (102 mm)

on center over gable ends and subfascia. Existing fasteners

may be used to achieve such minimum spacing.

R4409.9.3 Storm sheathing. Exterior stud walls shall be

sheathed to resist the racking load of wind as set forth in Sec-

tion R4403.9 and the concentrated loads that result from hurri-

cane-generated wind-borne debris as set forth in Section

R4403.16 of this code and shall be at a minimum any of the fol-

lowing types:

1. Tightly fitted, diagonally placed boards not less than 5/8

inch (17 mm) thickness, nailed with three 8d common

nails to each support for 1 inch by 6 inch (25 mm by 152

mm) boards and four 8d common nails for 1 inch by 8

inch (25 mm by 203 mm) boards.

2. Wall sheathing shall be plywood, or Product Approved

structural panel, rated Exposure 1 with a minimum thick-



ness of 19/32 inch (15 mm) and shall be applied to studs

spaced not more than 16 inches (406 mm) on center.

Wall sheathing shall be continuous over three or more

supports and shall be nailed to such supports with 8d

common nails. Nail spacing shall not exceed 6 inches

(152 mm) on center at panel edges and all intermediate

supports. Nail spacing shall be 4 inches (102 mm) on

center at corner studs, in all cases.

3. When plywood panel, or product approved structural

panel, sheathing is used, building paper and diagonal

wall bracing can be omitted.

4. When siding such as shingles nailed only to plywood or

product approved structural panel sheathing, the panel

shall be applied with face grain across studs.

R4409.9.4 Exterior wall cladding.

R4409.9.4.1 Plywood, if protected with stucco, may serve

for both sheathing and exterior cladding provided:

1. The panel thickness shall be not less than 19/32

inch (15

mm) and Texture 1-11 panels, and the supporting studs

shall be spaced not more than 16 inches (406 mm) o.c.

2. All joints shall be backed solidly with 2-inch (51 mm)

nominal blocking or studs or the joints shall be lapped

horizontally or otherwise watertight.

3. Nailing shall be as set forth in Section 4409.9.3(2).

R4409.9.4.2 Where storm sheathing is provided in accor-

dance with Section R4409.9.3, exterior cladding may be

one of the following:

1. Wood siding shall be installed according to its Prod-

uct Approval.

2. Wood shingles or shakes attached to the storm sheath-

ing, and/or to nailing boards or shingle backer se-

curely attached to the storm sheathing. The minimum

thickness of wood shingles or shakes between nailing

boards shall be 3/8

inch (9.5 mm).

3. Hardboard of siding quality for exterior use shall be

applied in accordance with the Product Approval.

SECTION R4409.10HIGH-VELOCITY HURRICANE ZONES — FURRING

R4409.10.1 Where the interior of masonry walls is furred, such

furring shall be treated and firestopped as herein required and

shall be securely fastened to the masonry with not less than one

cut nail in alternate course of block.


CONNECTORS

R4409.11.1 The allowable loads on all types of connectors

shall be as set forth in the standards listed in Section R4409.1.4

and Table R4409.11.1.

R4409.11.2 Nails, bolts and other metal connectors that are

used in locations exposed to the weather shall be galvanized or

otherwise corrosion resistant.

R4409.11.3 In general, nails shall penetrate the second mem-

ber a distance equal to the thickness of the member being nailed

thereto. There shall be not less than two nails in any connec-

tion.

R4409.11.4 Except for wood-based structural-use panels and

other laminated members manufactured under technical con-

trol and rigid inspection, gluing shall not be considered an ac-

ceptable connector in lieu of the connectors herein specified.

R4409.11.5 Safe loads and design practice for types of connec-

tors not mentioned or fully covered herein shall be determined

by the building official before approval.


WOOD SUPPORTING MASONRY

R4409.12.1 Wood shall not support masonry or concrete ex-

cept as permitted in Sections R4409.12.2 and R4409.12.3.

R4409.12.2 Wood foundation piles may be used to support

concrete or masonry.

R4409.12.3 Plywood decking and approved wood panels, wood

joists and wood studs supporting such wood joists may be used

to support reinforced concrete slabs, concrete-base tile and ter-

razzo floors and lightweight concrete toppings as follows:

1. There shall be an approved moisture vapor barrier be-

tween the concrete or other cementitious materials and

the wood.

2. Wood members supporting concrete shall be preservative

treated in compliance with the standards of AWPA and

AWPB set forth in Sections R4409.1.4 and R4409.13.

3. Approved wood-based structural-use panel decking

shall be rated for Exposure 1.

4. Wood rafters may support concrete roof tile.


PROTECTION OF WOOD

R4409.13.1 Wood piles shall be treated with preservatives as

set forth in Section R4404.7.1.2.

R4409.13.2 Preservative treated or durable species wood.

R4409.13.2.1 All wood used in areas of building or struc-

tures where the climatic condition is conducive to deteriora-

tion which would affect the structural safety shall be treated

in an approved method with an approved preservative or

shall be of an approved durable species.

R4409.13.2.2 All wood in contact with or embedded in the

ground that supports of permanent structures shall be ap-

proved pressure-treated wood suitable for ground contact

use.

Exceptions:

1. Naturally durable wood or pressure-treated wood

may be used in contact with the ground for support of

structures other than buildings and walking surfaces.



2. Untreated wood may be used for supports where

entirely below water level and continuously sub-

merged in fresh water.

R4409.13.2.3 Sleepers and sills on concrete slabs in contact

with the ground, wood joists and the underside of wood struc-

tural floors without joists less than 18 inches (457 mm) above

ground; or wood girders less than 12 inches (305 mm) from

exposed ground within the crawl space under buildings, shall

be treated in an approved method with an approved preserva-

tive, or shall be of an approved durable species.

R4409.13.2.4 All wood not separated from and/or in direct

contact with concrete masonry, including sills, sleepers,

plates, posts, columns, beams, girders and furring; shall be

treated in an approved method with and approved preserva-

tive, or shall be of an approved durable species.

R4409.13.2.5 The expression “pressure-treated wood” re-

fers to wood meeting the retention, penetration and other re-

quirements applicable to the species, product, treatment and

conditions of use in the approved standards of the American

Wood Preservers Association (AWPA) and Quality Con-

trol Program for Softwood Lumber, Timber and Plywood

Pressure Treated with Water-borne Preservatives for

Ground Contact Use in Residential and Light Commercial

Foundations for the American Wood Preservers Bureau.

R4409.13.2.6 The expression “durable wood” refers to the

heartwood of the following species with the exception that

an occasional piece with corner sapwood may be included if

90 percent or more of the width of each side on which it oc-

curs is heartwood:

Decay resistant: Redwood, Cedars, Black Locust.

Termite Resistant: Redwood, Bald and Eastern Red Cedar.

R4409.13.2.7 Where durable species of wood are used as

structural members in buildings and structures, the stress

grade shall be not less than that required in Section R4409.4.

R4409.13.2.8 When wood pressure treated with a wa-

ter-borne preservative is used in enclosed locations where

drying in service cannot readily occur, such wood shall have

a moisture content of 19 percent or less before being covered

with insulation, interior wall finish, floor covering or other

material.

R4409.13.2.9 All wood framing less than 8 inches (203

mm) from exposed earth in exterior walls that rest on con-

crete or masonry foundations shall be approved naturally

durable species or pressure-treated wood.

R4409.13.2.10 All posts, poles and columns embedded in

concrete which is in contact with ground and supporting

permanent structures shall be approved pressure treated

wood suitable for ground contact use except naturally dura-

ble wood may be used for posts, poles and columns embed-

ded in concrete for structures other than buildings and

walking surfaces or in structures where wood is above

ground level and not exposed to the weather.

R4409.13.2.11 For conditions not specifically covered,

compliance with American Forest & Paper Product Associ-

ation Wood Construction Data #6, Design of Wood Frame

Structures for Permanence, shall be deemed as compliance

with this code.

R4409.13.3 Ventilation.

R4409.13.3.1 Ventilation of crawl spaces. Crawl spaces

under buildings without basements shall be ventilated by

approved mechanical means or by openings in foundation

walls. Ventilation openings shall be covered with a corro-

sion-resistant wire mesh with openings not greater than 1/16

inch (1.6 mm).

R4409.13.3.1.1 Where practicable, ventilating openings

shall be arranged on three sides.

R4409.13.3.1.2 The minimum total area of ventilating

openings shall be 2 square feet (0.19 m2) for each 15 lin-

ear feet (4.6 m) or a fraction thereof of exterior wall.

Such opening need not be placed in the front of the build-

ing. Where mechanical ventilation is used, the ventila-

tion rate shall be at least six air changes per hour.

R4409.13.3.2 Ventilation of attic spaces. Attic space be-

tween ceiling joists and roof rafters shall be effectively

cross-ventilated by approved mechanical means or with

vent openings. The ratio of total net free ventilating area to

the area of the ceiling shall be not less than 1/150.

Exception: The venting ratio may be reduced to 1/300

where at least 50 percent of the installed ventilating area

is provided by a ventilation system located in the upper

portion of the space to be ventilated [within 18 inches

(457 mm) of ridge]. The balance of the required ventila-

tion shall be provided by eave or cornice vents.

R4409.13.3.2.1 Where practical, ventilating openings

shall be arranged on three sides.

R4409.13.3.2.2 Where mechanical ventilation is used,

the ventilation rate shall be at least six air changes per

hour.

R4409.13.3.2.3 All openings into the attic space of any

habitable building shall be covered with screening, hard-

ware cloth or equivalent to prevent the entry of birds,

squirrels, rodents, etc. The openings therein shall not ex-

ceed 1/8 inch (3.2 mm).

R4409.13.3.2.4 For existing structures that were built

before 1992 without soffit ventilation, and where in the

opinion of the building official the soffit ventilation

would be impossible or impractical to install, the build-

ing official may determine the extent to which the exist-

ing structure shall be made to conform to the

requirements of this section.

R4409.13.3.2.5 Unvented attic assemblies. Unvented

attic assemblies shall be permitted if all the following

conditions are met:

1. The unvented attic space is completely contained

within the building thermal envelope.

2. No interior vapor retarder is installed on the ceiling

side (attic floor) of the unvented attic assembly.



3. Where wood shingles or shakes are used, a mini-

mum continuous ¼ inch (6 mm) vented air space

separates the shingles or shakes from the roofing

underlayment.

4. One of the following shall be met, depending on

the air permeability of the insulation under the

structural roof sheathing:

a. Air-impermeable insulation only. Insulation

shall be applied in direct contact to the under-

side of the structural roof sheathing.

b. Air-permeable insulation only. In addition to

air-permeable insulation installed directly be-

low the structural sheathing, at least R-5 rigid

board or sheet insulation shall be installed di-

rectly above the structural roof sheathing for

condensation control.

c. Air-impermeable and air-permeable insulation.

At least R-5 air-impermeable insulation shall

be applied in direct contact to the underside of

the structural roof sheathing for condensation

control. The air-permeable insulation shall be

installed directly under the air-impermeable in-

sulation.

R4409.13.4 Debris.

R4409.13.4.1 Before any new building is erected, all

stumps and roots shall be removed from the soil to a depth of

at least 12 inches (305 mm) below the surface of the ground

in the area to be occupied by the building.

R4409.13.4.2 In buildings or portions thereof having wood

first-floor systems, all wood forms which have been used in

placing concrete, if within the ground or less than 18 inches

(457 mm) above the ground, shall be removed before the

building is occupied or used for any purpose.

R4409.13.4.3 Loose or casual wood shall not be stored in

direct contact with the ground under any building, and this

space must be thoroughly cleaned of all wood and debris.

R4409.13.5 Termite protection. All buildings shall have a

pre-construction treatment protection against subterranean ter-

mites. The rules and laws as established by the Florida Depart-

ment of Agriculture and Consumer Services shall be deemed as

approved with respect to preconstruction soil treatment for

protection against subterranean termites. A certificate of com-

pliance shall be issued to the building department by the li-



TABLE R4409.13.1NAIL CONNECTION FOR WOOD MEMBERS

CONNECTION COMMON NAILS NUMBER OR SPACING

Joists to sill or girder, toe nail 16d 2

Bridging to joist, toe nail 8d 2 each end

1" x 6" subfloor or less to each joist, face nail 8d 2

Over 1" x 6" subfloor to each joist, face nail 8d 3 + 1 for each size increase

2" subfloor to joist or girder, blind and face nail 16d 2

Sole plate to joist or blocking, face nail 16d 16" o.c.

Top or sole plate to stud, end nailed 16d 2

Stud to sole plate, toe nail 3d 3 or 2 16d

Doubled studs, face nail 16d 24" o.c.

Doubled top plates, face nail 16d 16" o.c.

Top plates, laps and intersections, face nail 16d 2

Continuous header, two pieces 16 16" o.c. along each edge

Ceiling joists to plate, toe nail 16d 2

Continuous header to stud, toe nail 16d 3

Ceiling joists, laps over partitions, face nail 16d 3

Ceiling joists to parallel rafters, face nail 16d 3

Rafter plate, toe nail 16d 3

1" x 6" sheathing or less, to each bearing, face nail 8d 2

Over 1" x 6" sheathing, to each bearing, face nail 8d 3 + 1 for each size increase

Built-up corner studs, face nail 16d 30" o.c.

Built-up girders and beams 20d32" o.c. at top and bottom and

staggered, 2 at ends and at each splice

2 inch planks 16d 2 each bearing


Note: In spacing specifications, o.c. means “on center.”

censed pest control company that contains the following

statement: “The building has received a complete treatment for

the prevention of subterranean termites. Treatment is in accor-

dance with rules and laws established by the Florida Depart-

ment of Agriculture and Consumer Services.”

R4409.13.6 Existing buildings. Whenever the building offi-

cial has knowledge of the existence of termites in any building

or structure, he shall notify the owner in writing and direct that

necessary measures be taken for the extermination of the ter-

mites within a reasonable length of time, not to exceed 60 days.

R4409.13.6.1 The building official shall inspect existing

buildings having wood-stud exterior walls for which appli-

cation for a permit for exterior wall coverings is made and

shall have the authority to order the uncovering of structural

elements for inspection and to require necessary repairs as a

part of such approval for a permit, or may order demolition.


FIRE-RETARDANT WOODR4409.14.1 Fire-retardant-treated wood shall be defined as

any wood product which, when impregnated with chemicals

by a pressure process, or other means during manufacture,

shall have when tested in accordance with ASTM E 84, Stan-

dard Test Method for Surface Burning Characteristics of

Building Materials, a flame spread index of 25 or less and show

no evidence of significant progressive combustion when the

test is continued for an additional 20 minute period. In addi-

tion, the flame front shall not progress more than 10 feet (3 m)

beyond the centerline of the burner at any time during the test.

R4409.14.2 The allowable unit stresses for fire-retar-

dant-treated wood including fastener values, shall be devel-

oped from an approved method which considers the effects of

anticipated temperatures and humidity to which the fire-retar-

dant wood will be subjected, the type of treatment and the

redrying process.

R4409.14.3 All fire-retardant-treated wood shall bear an iden-

tification mark showing the flame spread classification thereof

issued by an approved agency having a reexamination service

which maintains a continued supervision and inspection over

method of drying. If intended for exterior use, the wood shall

be further identified to indicate suitability for exposure to the

weather, as defined in Section R4409.14.5.

R4409.14.4 Where fire-retardant-treated wood is exposed to

the weather, it shall be further identified to indicate that there is

no increase in the listed flamespread classification as defined in

Section R4409.14.1 when subjected to ASTM D 2898, Stan-

dard Method for Accelerated Weathering of Fire Retardant

Treated Wood for Fire Testing.

R4409.14.5 Where experience has demonstrated a specific need

for use of material of low hygroscopicity, fire-retardant-treated

wood to be subjected to high humidity conditions shall be identi-

fied as Type A to indicate the treated wood has a moisture con-

tent of not over 28 percent when tested in accordance with

ASTM D 3201 procedures at 92 percent relative humidity.

R4409.14.6 Fire-retardant-treated wood shall be dried to a

moisture content of 19 percent or less for lumber and 15 percent

or less for plywood before use. The identification mark shall

show the method of drying after treatment. When fire retardant

treated wood is air dried after treatment (ADAT) it shall be pro-

tected so that no leaching of chemicals will occur. Fire retardant

treated wood kiln dried after treatment (KDAT) shall not be ex-

posed to a dry bulb temperature exceeding 160ºF (71ºC). If re-

quired for curing, exterior fire retardant treated wood can be

exposed to elevated temperatures when the moisture content of

the wood does not exceed 19 percent for lumber or 15 percent for

wood structural panels. The curing time shall not exceed 48

hours and the temperature shall not exceed 210ºF (99ºC).


WOOD FENCES

R4409.15.1 Wood fences, so located on a property that by zon-

ing regulations they cannot be used as a wall of a building, shall

be constructed to meet the minimum specifications in Sections

R4409.15.2 and R4409.15.3.

R4409.15.2 Fences not exceeding 6 feet (1829 mm) in height,

shall be constructed to meet the following minimum require-

ments: from nominal 4 x 4 x 8 feet (2438 mm) long posts No. 2

Grade or better spaced 4 feet (1219 mm) on center, and embed-

ded 2 feet (610 mm) into a concrete footing 10 inches (254 mm)

in diameter and 2 feet (610 mm) deep.

R4409.15.3 Fences not exceeding 5 feet (1524 mm) or 4 feet

(1219 mm) in height shall be constructed as provided in Section

R4409.15.2, except that the spacing of posts may be increased to

5 feet (1524 mm) and 6 feet (1829 mm) on center for these

heights, respectively.


FIRE-RETARDANT-TREATED SHAKES ANDSHINGLES

R4409.16.1 Treated shakes and shingles, when impregnated

with chemicals by the full-cell vacuum pressure process, shall be

considered fire retardant (classified) roof coverings when tested

in accordance with ASTM E 108, Fire Tests of Roof Coverings,

Including the rain test, ASTM D 2898, Accelerated Weathering

of Fire Retardant Treated wood for Fire Testing. The fire-resis-

tance tests shall include the intermittent flame test, spread of

flame test, burning brand test and flying brand test. In addition,

at the conclusion of the rain test, test panels shall be subjected to

intermittent flame test, burning brand test and flying brand test.

R4409.16.2 Each bundle of fire-retardant-treated shakes and

shingles shall be identified with labels indicating the manufac-

turer, the classification of the material (Class B) and the quality

control agency.




WOOD BLOCKING

R4409.17.1 General.

R4409.17.1.1 Blocking is defined as wood pieces attached to

the roof deck or to each other for the purpose of securing roof

membrane or accessories.

R4409.17.1.2 Wood blocking attachment for buildings

greater than 40 feet (12.2 m) in height must be designed by a

registered architect or professional engineer.

R4409.17.1.3 Wood blocking attachment for lightweight in-

sulating concrete, gypsum concrete, cementitious wood fiber

and cellular concrete decks shall be designed by a registered

architect or licensed engineer. The decks themselves shall not

be used as a wood blocking attachment substrate.

R4409.17.1.4 Wood blocking shall not be less than nominal

2x6. The maximum unsupported overhang shall be 2 inches

(51 mm). When the maximum overhang is employed, a

nominal 2x8 blocking shall be installed.

R4409.17.1.5 In recover applications, wood blocking may

be reduced to nominal 1 inch (25 mm), providing the attach-

ment is secured in compliance with this code.

R4409.17.1.6 Sound wood blocking may be reused in a re-

cover or reroof application, providing the attachment is se-

cured in compliance with the requirements of this code.

R4409.17.1.7 A fastener shall be placed within 3 inches (761

mm) of the end of each section of wood blocking and a 1/4

inch (6 mm) gap shall be left between each section of wood

blocking. No piece of wood shall have less than two fasten-

ers.

R4409.17.1.8 Fasteners other than nails shall be predrilled

prior to attachment and countersunk to be flush with the sur-

face of the wood blocking.

R4409.17.1.9 Wood shall be protected according to Section

R4409.13.

R4409.17.1.10 Powder actuated fasteners shall not be used in

wood blocking attachment.

R4409.17.2 Attachment to masonry block and concrete.

R4409.17.2.1 Prior to the installation of wood blocking to

standard weight masonry block, the two top courses shall be

solidly filled with concrete or a tie beam shall be provided as

required by this code.

R4409.17.2.2 The fastener’s average withdrawal resistance

per lineal foot shall be not less than 250 pounds per foot

(3649 N/m) after the application of a 4:1 safety factor.

R4409.17.2.3 The pullover value of the proposed fastener

though the wood blocking shall be not less than 125 percent

of the design load of the proposed fastener. If less, a larger

bearing washer shall be added to the fastener assembly to

meet this requirement. Wood blocking thickness shall be

not less than 11/2 inch (38 mm) if a bearing washer is re-

quired.


GLASS AND GLAZING

R4410.1 General.

R4410.1.1 Exterior wall cladding, surfacing and glazing,

where provided, shall be as set forth in Sections R4410

through R4415.

R4410.1.2 Exterior wall cladding, surfacing and glazing

shall be designed and constructed to sufficiently resist the

full pressurization from the wind loads prescribed in Sec-

tion R4403 and the concentrated loads that result from hur-

ricane-generated wind-borne debris.

1. Exterior wall cladding, surfacing and glazing, within

the lowest 30 feet (9.1 m) of the exterior building

walls shall be of sufficient strength to resist large mis-

sile impacts as outlined in Section R4403.

2. Exterior wall cladding, surfacing and glazing located

above the lowest 30 feet of the exterior building walls

shall be of sufficient strength to resist small missile

impacts as outlined in Section R4403.

Exception: Exterior wall cladding, surfacing and

glazing when protected by fixed, operable or portable

shutters or screens which have Product Approval to

resist full pressurization from wind loads as well as

large and small missile impacts as outlined in Section

R4403, without deforming to the point where the sub-

strate being protected is compromised.

R4410.1.3 Workmanship. Cladding and glazing shall be

in conformance with the tolerances, quality and methods of

construction as set forth in the standards reference in Chap-

ter 43.

R4410.1.4 All exterior wall cladding, surfacing, garage

doors, skylights, operative and inoperative windows shall

have Product Approval.


WINDOWS, DOORS, GLASS AND GLAZING

R4410.2.1 General.

R4410.2.1.1 Windows, doors, glass and glazing shall be as

set forth in this section.

R4410.2.1.2 Glass shall comply with ASTM C 1036 re-

quirements for flat glass Type I and II and GSA DD-G-451c

Standard for Glass, Flat and Corrugated, for Glazing Mir-

rors and Other Uses.

R4410.2.1.3 Tempered glass shall comply with 16 CFR

1201.

R4410.2.1.4 Transparent and obscure safety glazing shall

conform to the Performance Specifications and Methods of

Test for Transparent Safety Glazing Materials Used in

Buildings, ANSI Z97.1.

R4410.2.1.5 Heat-strengthened and ceramic-coated

spandrel glass shall comply with ASTM C 1048.



R4410.2.1.6 Wired glass shall comply with ANSI Z97.I and

shall only be used in fire doors and in glazed panels where

safety glazing is not required.

R4410.2.1.7 Installed glass shall not be less than single

strength B quality unless otherwise approved by the build-

ing official, and where edges are exposed they shall be

seamed or ground.

R4410.2.1.8 Where a light of glass is of such height above

grade that the top 50 percent or more is in a zone of greater

wind load, the area of the entire light shall be limited as for

the greater height above grade.

R4410.2.1.9 Replacement of any glazing or part thereof

shall be designed and constructed in accordance with

Florida Existing Building Code.

R4410.2.1.10 Replacement of glazing of more than one

light or more than 30 percent of the total area glazed shall

conform to the requirements of the section.

R4410.2.1.11 Fixed glazing used as an exterior component

shall require Product Approval. Rational analysis by a

Florida-registered engineer or architect may be accepted

when the actual pressure and geometry conditions differ

from the conditions shown in the approval.

R4410.2.2 Fixed glass in exterior walls.

R4410.2.2.1 Limits of size of glass.

R4410.2.2.1.1 The minimum thickness of annealed float

glazing materials used in exterior walls shall be deter-

mined and shall not be less than as set forth in ASTM E

1300.

R4410.2.2.1.2 For glazing materials other than annealed

float, use the glazing material resistance factor used in

ASTM E 1300.

R4410.2.2.1.3 Corrugated glass and other special glass

shall be limited to spans determined by analysis and test

to resist the loads set forth in Section R4403 based on fi-

ber stresses not exceeding 4,000 psi (27.58 MPa).

R4410.2.2.1.4 Glass block shall have Product Approval.

R4410.2.3 Doors and operative windows in exterior walls.

R4410.2.3.1 Design and approval.

R4410.2.3.1.1 The design and approval of sliding doors,

swinging doors and operative windows in exterior walls,

including the supporting members shall be based on the

proposed use-height above grade in accordance with

Section R4403 .

R4410.2.3.1.2 Maximum glass sizes shall comply with

ASTM E 1300.

R4410.2.3.1.3 Glazing in sliding and in swinging doors

shall be safety-glazing complying with 16 CFR 1201,

Safety Standard for Architectural Glazing Materials,

Consumer Product Safety Commission, and as described

in Sections R4410.2.3.1.3.1 through R4410.2.3.1.3.5.

R4410.2.3.1.3.1 Doors containing glazing material

not greater than 9 square feet (0.84 m2) in surface area

shall be classified as Category I glazing products.

R4410.2.3.1.3.2 Doors, bath and shower enclosures,

and sliding glass doors containing glazing material

greater than 9 square feet (0.84 m2) in surface area

shall be classified as Category II glazing products.

R4410.2.3.1.3.3 Category I glazing products shall be

capable of withstanding a 150 foot-pound (102 Nm)

impact test.

R4410.2.3.1.3.4 Category II glazing products shall be

capable of withstanding a 400 foot-pound (542 Nm)

impact test.

R4410.2.3.1.3.5 Doors shall be designed to be readily

operative without contact with the glass.

R4410.2.3.1.4 The architect or professional engineer of

record shall be required to specify the design wind pres-

sure, determined in accordance with Section R4403, for

all garage doors, skylights operative windows and fixed

glazing. The design wind pressure for each component

of the exterior building surface, shall be incorporated

into the building design drawing so as to allow the re-

spective manufacturer to size the prefabricated assembly

for the proper wind pressures.

R4410.2.3.1.5 Exterior garage doors shall be designed

and constructed to actively or passively lock in the closed

position when subjected to a uniform lateral pressure in

excess of 50 percent of the design wind pressure as pre-

scribed in Section R4403.

R4410.2.3.1.6 The architect or professional engineer of

record shall be required to detail on the drawings submit-

ted for permit, rough opening dimensions, supporting

framework, method of attachment and waterproofing

procedures for all garage doors, passage doors, sky-

lights, operative and inoperative windows in exterior

walls. Said framework and method of attachment shall

be designed and constructed so as to sufficiently resist

the design wind pressures as outlined in Section R4403.

Exception: When detailed engineered shop draw-

ings, along with the notices of Product Approval, pro-

duced by the manufacturer’s specialty engineer and

approved by the architect or professional engineer of

record, are admitted at the time of permit application,

which completely identifies rough openings, support-

ing framework, method of attachment and water-

proofing procedures are prepared and bear the

signature and seal of a professional engineer.

R4410.2.3.2 Tests.

R4410.2.3.2.1 Operative windows and door assemblies

shall be tested in accordance with TAS 202 and

ANSI/AAMA/NWWDA101/I.S.2, or 101/I.S.2/NAFS

or AAMA/WDMA/CSA 101/I.S.2/A440 or TAS 202

and the forced entry prevention requirements of the Ar-

chitectural Manufacturers Association (AAMA), Sec-

tions 1302.5 and 1303.5.

Exceptions:

1. Door assemblies installed in nonhabitable areas

where the door assembly and area are designed



to accept water infiltration, need not be tested

for water infiltration.

2. Door assemblies installed where the overhang

(OH) ratio is equal to or more than 1 need not be

tested for water infiltration. The overhang ratio

shall be calculated by the following equation:

OH ratio = OH Length/OH Height

Where:

OH Length = The horizontal measure of

how far an overhang over a door projects out

from door’s surface.

OH Height = The vertical measure of the dis-

tance from the door’s sill to the bottom of the

overhang over a door.

R4410.2.3.2.1.1 Glazed curtain wall, window wall

and storefront systems shall be tested in accordance

with the requirements of this section and the require-

ments of the American Architectural Manufacturers

Association (AAMA) Standard 501, following test

load sequence and test load duration in TAS 202.

Exceptions:

1. Door assemblies installed in nonhabitable

areas where the door assembly and area are

designed to accept water infiltration, need

not be tested for water infiltration.

2. Door assemblies installed where the over-

hang (OH) ratio is equal to or more than 1

need not be tested for water infiltration. The

overhang ratio shall be calculated by the fol-

lowing equation:

OH ratio = OH Length/OH Height

Where:

OH Length = The horizontal measure of

how far an overhang over a door projects

out from door’s surface.

OH Height = The vertical measure of the

distance from the door’s sill to the bottom

of the overhang over a door.

3. Pass-through windows for serving from a

single-family kitchen, where protected by a

roof overhang of 5 feet (1.5 m) or more shall

be exempted from the requirements of the

water infiltration test.

R4410.2.3.2.2 Such assemblies with permanent muntin

bars shall be tested with muntin bars in place.

R4410.2.3.2.3 Such assemblies shall be installed in ac-

cordance with the conditions of test and approval.

R4410.2.3.2.4 Test loads for inward and outward pres-

sures shall be equal to the velocity pressures for the ap-

propriate height in accordance with Section R4403 as

further modified by a factor of 1.5.

R4410.2.3.2.5 Comparative analysis of operative win-

dows and glazed doors may be made provided the pro-

posed unit complies with the following:

1. Shall always be compared with a tested and cur-

rently approved unit.

2. Varies only in width, height and/or load require-

ments.

3. Shall not exceed 100 percent of the proportional

deflection for fiber stress of the intermediate mem-

bers of the approved unit.

4. Shall conform as to extruded members, reinforce-

ment and in all other ways with the tested approved

unit.

5. Shall not exceed 100 percent of the concentrated

load at the juncture of the intermediate members

and the frame of the approved unit.

6. Shall not permit more air and water infiltration

than the approved unit based on the height above

grade.

7. Compared unit shall not exceed the maximum cy-

clic pressure when tested per TAS 203.

R4410.2.3.2.6 Comparative analysis of fixed glass win-

dows may be made provided the proposed unit complies

with the following:

1. Shall always be compared with a tested and cur-

rently approved unit.

2. Varies only in width, height and/or load require-

ments.

3. The design is identical in all respects. e.g.: extru-

sions, glazing system, joinery, fasteners, etc.

4. Shall not permit more air and water infiltration

than the approved unit based on height above

grade.

5. The maximum uniform load distribution (ULD) of

any side is equal to the uniform load carried by the

side divided by the length of the side.

6. The ULD of any member must not exceed the

ULD of the corresponding member of the tested

window.

7. The uniform load distribution on each member

shall be calculated in accordance to “Section 2,

Engineering Design Rules” of the AAMA

103.3-83 Procedural Guide.

8. Compared unit shall not exceed the maximum cy-

clic pressure when tested per TAS 203.

R4410.2.3.3 Construction details. Construction details for

fixed glass shall comply with the requirements of this para-

graph except that structural glazing as defined in Section

202 need not comply with this section, but shall comply

with Section R4410.6.

R4410.2.3.3.1 Each light of fixed glass more than 3 feet

(914 mm) in width shall have two approved setting

blocks or approved suspension clamps. Setting blocks

shall be Neoprene 70-90 Shore A durometer hardness or

approved equal.

R4410.2.3.3.2 Fixed glass lights shall be set in corro-

sion-resistant metal frames and shall comply with appli-

cable requirements of Section R4403 for wind loads,



allowable stresses and load tests. Fixed glass lights may

be set in wood, metal or concrete frames as permitted for

the types of construction by Chapters 3 through 4 of the

Florida Building Code, Building.

R4410.2.3.3.3 Wood shall have been preservative

treated or shall be of a durable species as defined in Sec-

tion R4409.13.2.

R4410.2.3.3.4 Attachment shall be as set forth in Section

R4403 and shall be corrosion resistant.

R4410.2.3.3.5 Glass in fixed lights shall be securely and

continuously supported at the perimeter of each sheet

unless the design is based on one or more unsupported

edges. Supporting members such as division bars and

mullions shall be designed by rational analysis to support

the wind pressures set forth in Section R4403. Support-

ing bars shall be attached at the ends to resist the loads set

forth in Section R4403 .

R4410.2.3.3.6 The depth of the glazing rabbet and depth

of engagement in the rabbet, for fixed glass, shall be

based on consideration of the dimensional reduction

from deflection and the dimensional changes caused by

temperature.

R4410.2.3.4 Gaskets used in glazing systems shall comply

with the following standards as applicable:

1. ASTM C 864, Dense Elastomeric Compression Seal

Gaskets, Setting Blocks, and Spacers

2. ASTM C 509, Elastomeric Cellular Preformed Gas-

kets and Sealing Material

3. ASTM C 1115, Dense Elastomeric Silicone Rubber

Gaskets and Accessories

4. ASTM E 2203, Dense Thermoplastic Elastomers

Used for Compression Seals, Gaskets, Setting Blocks,

Spacers and Accessories.

R4410.2.4 Glazed panel safeguards. Glazed panels shall be

protected in accordance with this section.

R4410.2.4.1 Where there is a drop of 4 feet (1219 mm) or

more on the far side of fixed glazed panel 24 inches (610

mm) or more in width, the bottom of which is less than 36

inches (914 mm) above the near side walking surface, safe-

guards as set forth in Section R4403.7.3 shall be provided.

R4410.2.4.2 Where there is a drop of less than 4 feet (1219

mm) on opposite sides of an operable or nonoperable glazed

panel 24 inches (610 mm) or more in width and 9 square feet

(0.84 m2) or more in area, one of the following safeguards

shall be provides where persons might walk into or through

such glazing:

1. Safety glazing conforming to federal standard 16

CFR 1201.

2. An opaque bulkhead not less than 18 inches (457 mm)

higher than the upper level.

3. A single horizontal bar of handrail strength require-

ments not less than 11/2inches (38 mm) in width mea-

sured parallel to the plane of the glazing and located

between 24 inches and 36 inches (610 and 914 mm)

above the upper level.

4. A planter with plantings not less than 18 inches (457

mm) higher than the upper level.

R4410.2.4.3 Glazed panels located adjacent to, or in doors,

shall be of safety glazing, in accordance with the following:

1. All glazed panels through which a 3 inch (76 mm) di-

ameter sphere is able to pass.

2. In all occupancies, any glazing material adjacent to

door within 48 inches (1219 mm) of the door in the

closed position and below the top of the door.

Exceptions:

1. Wired glass in fire doors.

2. Leaded glass of 30 square inches (194 cm2) or less.

3. Curved glass in revolving doors.

4. Commercial refrigerated cabinet doors.

5. A solar screen may serve as a safeguard where

such screen complies with strength requirements

of railings.

R4410.2.5 Operable window safeguards. Operable windows

shall be protected in accordance with this section.

R4410.2.5.1 Where there is a drop of more than 4 feet (1219

mm) on the far side of such windows and the sill is less than

36 inch (914 mm) above the near side walking surface, safe-

guards shall be provided to prevent the fall of persons when

such windows are open as set forth in Section R4403.7.3.

Exceptions:

1. Where the vent openings are 12 inches (305 mm) or

less in least dimension and are restricted in opera-

tion to reject objects as required for safeguard in

Section R4403.7.3.

2. Slats or grille work constructed to comply with

Standard OSHA-1910, set forth in Section

R4403.7.3 of this code, or other construction ap-

proved by the building official, may be provided in

lieu of other safeguards.

3. Where the near side of such windows is less than 4

inches (102 mm) above the floor and falling objects

could present a hazard, toeboards shall be provided

as required by 29 CFR 1910.

4. Alternate approved designs.

R4410.2.5.2 Where the drop from such windows is less than

4 feet (1219 mm) or where such windows are adjacent to a

door, the glazing shall comply with Sections R4410.2.4.2 and

R4410.2.4.3.

R4410.2.6 Interior locations.

R4410.2.6.1 Swinging or sliding doors of glass without a

continuous frame shall be of only fully tempered glass not

less than 3/8 inch (9.5 mm) in thickness.

R4410.2.6.2 Safeguards. The glazing in sliding and swing-

ing doors and in shower to tub enclosures, including any glaz-

ing within 60 inches (1.5 m) of the finished floor surface in

walls surrounding any tub or shower enclosure, shall be

safety glazing as set forth in Section R4410.2.3.1.3 for Cate-

gory II glazing products.



R4410.2.6.3 Glass or mirrors immediately surrounding a

bathtub or shower enclosure shall be safety glazing where the

glass or mirrors are less than 60 inches (1.5 m) above the floor

of the tub or the shower.

R4410.2.6.4 The glazing in fixed panels adjacent to paths of

egress shall comply with Section R4410.2.4.3.

R4410.2.6.5 Glass shall not be solid painted or otherwise

concealed where such painted glass may be mistaken for

other construction materials.

R4410.2.6.6 Glass mirrors of more than 9 square feet (0.84

m2) in area that are used as surface finish material on walls in

public spaces shall be directly secured to supports and shall

not be hung.

R4410.2.7 Safety glazing.

R4410.2.7.1 Safety glazing, where required, shall be as set

forth in this section.

R4410.2.7.2 Safety glazing shall comply with the standard

set forth in Section R4410.2.1.4 for transparent and obscure

safety-glazing materials, and plastic glazing shall in addition

comply with the specifications of Section R4410.2.7.3.

R4410.2.7.3 Plastics, with or without reinforcing or acrylic

modifiers shall comply with Section R4412.1, and consider-

ation of dimension reduction caused by deflection and/or di-

mensional instability of the materials shall be given in the

determination of the depth of the glazing rabbet and engage-

ment of the plastic in the rabbet. Plastics shall be limited to

spans determined by analysis and test to resist the loads set

forth in Section R4403.

R4410.2.7.4 Glass louvered doors need not be safety glazed.

R4410.2.8 Sloped glazing.

R4410.2.8.1 Sloped glazing includes any installation of

glass or other transparent, translucent or opaque glazing

material installed at a slope of 15 degrees (0.26 rad) or more

from the vertical plane. Glazing materials in skylights, roofs

and sloped walls are included with this definition.

R4410.2.8.2 Allowable glazing materials. Sloped glazing

shall be any of the following materials subject to the limita-

tions specified in Section R4410.2.8.3.

R4410.2.8.2.1 For monolithic glazing systems, the glaz-

ing material of the single light or layer shall be laminated

with a minimum 30 mil polyvinyl butyryl (or equivalent)

interlayer, wire glass, approved plastic material meeting

the requirements of this Section, heat strengthened glass

or fully tempered glass.

R4410.2.8.2.2 For multiple glazing systems, each light

or layer shall consist of any glazing materials specified in

Section R4410.2.8.2.1.

R4410.2.8.2.3 See Section R4412.1 for additional re-

quirements for plastic skylights.

R4410.2.8.3 Limitations. Heat strengthened and fully tem-

pered glass when used in monolithic glazing systems shall

have screens installed below the glazing material to protect

building occupants from falling glass should breakage occur.

The screens shall be capable of supporting the weight of the

glass and shall be substantially supported below and installed

within 4 inches (102 mm) of the glass. They shall be con-

structed of a noncombustible material not thinner than

0.0808 inch (2 mm) (12 B and S gauge) diameter with a mesh

not larger than 1inch by 1 inch (25 mm by 25 mm). In a corro-

sive atmosphere structurally equivalent corrosion-resistant

screening materials shall be used. Heat-strengthened glass,

fully tempered glass and wire glass, when used in multiple

glazing systems as the bottom layer over the walking surface,

shall be equipped with screening meeting the requirements

for monolithic glazing systems.

Exceptions:

1. In monolithic and multiple layer sloped glazing

systems, any glazing material, including annealed

glass, may be installed without required screens if

the walking surface below the glazing material is

permanently protected from the risk of falling

glass or if the area below the glazing material is not

a walking surface.

2. In monolithic and multiple layer sloped glazing

systems, any glazing material, including annealed

glass, may be installed in the sloped glazing sys-

tems of greenhouses (structures used primarily for

growing plants) without screens provided the

height of the penthouse at the ridge does not ex-

ceed 20 feet (6.1 m) above grade. Frames may be

of wood construction in greenhouses located out-

side the fire district if the height of the sloped glaz-

ing does not exceed 20 feet (6.1 m) above grade. In

other cases, noncombustible frames shall be used.

R4410.2. 8.4 Sloped glazed framing. In other than Types

IV, IIB and IIIB construction, all sloped glazing skylight

frames shall be constructed of noncombustible materials. In

foundries or buildings where acid fumes deleterious to

metal are incidental to the use of the building, approved

pressure treated woods or other approved noncombustible

material shall be permitted for sash and frames. All sloped

glazing and skylights shall be designed for the roof and

wind loads in Section R4403. All skylights set at an angle of

less than 45 degrees (0.79 rad) from the horizontal shall be

mounted at least 4 inches (102 mm) above the planer of the

roof on a curb construction as required for the frame. Sloped

glazing may be installed in the plane of the roof where the

roof pitch is greater than 45 degrees (0.79 rad) from the hor-

izontal.


GLASS VENEERR4410.3.1 Glass veneer shall be as set forth in this section.

R4410.3.2 Dimension. Glass-veneer units shall be not less than

11/32 inch (8.7 mm) in thickness. No unit shall be larger in area

than 10 square feet (0.93 m2) where 15 feet (4.6 m) or less above

the grade directly below, nor larger than 6 square feet (0.56 m2)

where more than 15 feet (4.6 m) above the grade directly below.

R4410.3.3 Attachment. Every glass-veneer unit shall be at-

tached to the backing with approved mastic cement and corro-

sion-resistant ties and shall be supported on shelf angles.



R4410.3.3.1 Where more than 6 feet (1829 mm) above

grade, veneer shall be supported by shelf angles, and ties

shall be used in both horizontal and vertical joints.

R4410.3.3.2 Below a point 6 feet (1829 mm) above grade,

glass veneer shall rest on shelf angles. Veneering shall not be

supported on construction which is not an integral part of the

wall, and over sidewalks shall be supported on a shelf angle

not less than 1/4 inch (6.4 mm) above grade.

R4410.3.3.3 All edges of glass veneer shall be ground.

R4410.3.4 Mastic.

R4410.3.4.1 The mastic shall cover not less than one-half of

the area of the unit after the unit has been set in place and shall

be neither less than 1/4 inch (6.4 mm) nor more than 1/2 inch

(12.7 mm) in thickness.

R4410.3.4.2 The mastic shall be insoluble in water and shall

not lose its adhesive qualities when dry.

R4410.3.4.3 Absorbent surfaces shall be sealed by a bonding

coat before mastic is applied. The bonding coat shall be cohe-

sive with the mastic.

R4410.3.4.4 Glass veneer surfaces to which mastic is applied

shall be clean and uncoated.

R4410.3.4.5 Space between edges of glass veneer shall be

filled uniformly with an approved type pointing compound.

R4410.3.5 Shelf angles and ties.

R4410.3.5.1 Shelf angles shall be of corrosion-resistant ma-

terial capable of supporting four times the width of the sup-

ported veneer. The shelf angles shall be spaced vertically in

alternate horizontal joints, but not more than 3 feet (914 mm)

apart. Shelf angles shall be secured to the wall at intervals not

exceeding 2 feet (610 mm) with corrosion-resistant bolts not

less than 1/4 inch (6.4 mm) diameter. Bolts shall be set in ma-

sonry and secured by lead shields.

R4410.3.5.2 Ties shall be of corrosion-resistant metal as

manufactured especially for holding glass-veneer sheets to

masonry surfaces. There shall be not less than one such ap-

proved tie for each 2 square feet (0.19 m2) of veneer surface.

R4410.3.6 Backing. Exterior glass veneer shall be applied only

upon masonry, concrete or stucco.

R4410.3.7 Expansion joints. Glass veneer units shall be sepa-

rated from each other and from adjoining materials by an expan-

sion joint at least 1/16 inch (1.6 mm) in thickness. There shall be at

least 1/64 inch (0.4 mm) clearance between bolts and the adjacent

glass.

SECTION R4410.4HIGH-VELOCITY HURRICANE ZONES–STORMSHUTTERS/EXTERNAL PROTECTIVE DEVICES

R4410.4.1 General. Unless exterior wall components in-

cluding but not limited to structural glazing, doors and win-

dows of enclosed buildings have specific Product Approval

to preserve the enclosed building envelope against impact

loads as set forth in Section R4403, all such components shall

be protected by product approved storm shutters.

R4410.4.2 The storm shutters shall be designed and con-

structed to insure a minimum of 1 inch (25 mm) separation at

maximum deflection with components and frames of compo-

nents they are to protect unless the components and frame are

specifically designed to receive the load of storm shutters, and

shall be designed to resist the wind pressures as set forth in Sec-

tion R4403 by methods admitting of rational analysis based on

established principles of design. Storm shutter shall also be de-

signed to comply with the impact load requirements included

within Section R4403.

R4410.4.3 The storm shutter design calculations and detailed

drawings, including attachment to the main structure, shall be

prepared by and bear the seal of a qualified Florida-registered

delegated engineer, or if qualified to prepare such design, by

the engineer or architect of record, which architect or engineer

shall be proficient in structural design. The architect or engi-

neer of record shall, in all instances, review and approve docu-

ments prepared by the delegated engineer.

R4410.4.4 Storm shutters shall be approved by the product

control section and shall bear the name of the company en-

graved in every section of the system.

R4410.4.5 Deflection shall not exceed the limits set forth in

Section R4403.

R4410.4.6 Unless storm shutters are permanently attached to

the main structure, all such storm shutters shall, where practi-

cable, be neatly stored at all times in a designated and accessi-

ble area within the building.

R4410.4.6.1 Shutters used to protect openings above the

first story of any building or structure must be permanently

installed and closable from the inside of the building or

structure unless such openings are accessible without the

use of a ladder or lift, or shutters can be installed from the in-

terior of the building or structure.

Exception: Group R3 detached single-family residences

not exceeding two stories.

R4410.4.7 Storm shutters must completely cover an opening in

all directions.

R4410.4.7.1 On any side of an opening, the maximum side

clearance between the shutter and a wall or inset surface shall

be 1/4 inch (6.4 mm). Any distance in excess of 1/4 inch (6.4

mm) shall require end closure or shutter overlap, where appli-

cable.

R4410.4.7.2 Shutter overlap shall be a minimum of one and

one-half times the side clearance between the shutter and

wall.

R4410.4.7.3 End closures shall be designed to resist wind

loads specified in Section R4403, based on rational analysis.


CURTAIN WALLSR4410.5.1 Scope. This section prescribes requirements for cur-

tain walls of buildings or structures regulated by this code.

R4410.5.2 Definition. A curtain wall is any prefabricated as-

sembly of various components to enclose a building usually at-



tached to and/or supported by the building frame other than a

single door, or window, masonry units, poured in place concrete

and siding of single membrane metal, wood or plastic.

R4410.5.3 Curtain walls, as defined in Section R4410.5.2, shall

be designed and constructed in accordance with the require-

ments of this section.

R4410.5.4 Structural glazing in curtain walls shall also comply

with the requirements of Section R4410.6.

R4410.5.5 General.

R4410.5.5.1 All structural elements of curtain wall systems

and their attachments (including embedments) to the main

structural frame shall be designed by and bear the seal of a

qualified Florida-registered delegated engineer, or if quali-

fied to prepare such design, by the engineer or architect of re-

cord, which architect or engineer shall be proficient in

structural design. The engineer of record shall, in all in-

stances, review and approve documents prepared by the dele-

gated engineer.

R4410.5.5.2 Curtain wall systems supported from more than

two adjacent floors shall be designed to withstand all im-

posed loads without exceeding allowable stresses in the event

of destruction or failure of any single span within the system.

Documents for the main building permit shall include suffi-

cient details describing the curtain wall system attachment to

the main structure. This portion of the contract documents, if

not prepared by the qualified engineer or architect of record,

shall bear the signature and seal of the qualified Florida-reg-

istered delegated engineer charged with the responsibility for

the design of the curtain wall system.

R4410.5.5.3 Individual mullions acting as a continuous

member shall transfer loads through supports from no more

than three adjacent floors.

R4410.5.5.4 Materials. The materials used in any curtain

wall shall comply with the applicable provisions of this code.

R4410.5.6 Fire protection.

R4410.5.6.1 Curtain wall supports, spandrel panels, anchors

and the connections at the intersection of the floor and wall

shall be fire protected based on building distance separation

as required in this code.

R4410.5.6.2 Irrespective of distance separation, anchors,

embedded hardware, connections at the intersection of the

wall and floor and other connectors used to attach the curtain

wall framing system to the building frame shall be provided

with fire protection from the floor below with fire-resistant

materials having a fire rating equivalent to that of the floor.

R4410.5.6.4 Openings between curtain wall systems and fire

resistive floors shall be protected against the passage of fire

and smoke in accordance with Section R4410.5.6.2.

R4410.5.6.5 Where fire safing is used to achieve such protec-

tion, it shall be installed in such a manner that it will remain in

place for at least a duration equivalent to the fire-resistive rat-

ing of the floor system.

R4410.5.7 Inspection. Curtain wall systems and their attach-

ments to the main structure shall be inspected by a special in-

spector at both the point of assembly and the point of installation.


STRUCTURAL GLAZING SYSTEMSR4410.6.1 Scope. This section prescribes requirements for

structural glazing systems of buildings or structures regulated

by this code.


R4410.6.2.1 Structural glazing, as defined in Section

R4410.5.3, shall be designed and constructed in accordance

with the requirements of this section.

R4410.6.2.2 Structural glazing systems used in curtain

walls shall also comply with the requirements of Section

R4410.

R4410.6.3 Definition. The terms used in this section shall be

defined as set forth in Section Chapter 2 of this code.

R4410.6.4 Standards. Adhesives and sealants used in struc-

tural glazing systems shall comply with following standards:

ASTM C 794, Test Method for Adhesion-In-Peel of

Elastomeric Joint Sealants.

ASTM C 920, Specification for Elastomeric Joint Sealants.

ASTM D 412, Test Methods for Rubber Properties in Tension.

ASTM D 624, Test Method for Rubber Property-Tear Re-

sistance.

ASTM D 2240, Test Method for Rubber Property-

Durometer Hardness.

Federal Specifications TT-S-001543A and TT-S-00230C.

ASTM E 331, Test Method for Water Penetration of Exte-

rior Windows, Curtain Walls and Doors.

ASTM E 330, Test Method for Structural Performance of

Exterior Windows, Curtain Walls and Doors.

R4410.6.5 Design.

R4410.6.5.1 General. Structural glazing systems shall be

designed by and bear the seal of a Florida-registered profes-

sional engineer.

R4410.6.5.2 Materials.

R4410.6.5.2.1 Identification. All materials shall be

clearly identified as to manufacturer and manufacturer’s

product number.

R4410.6.5.2.2 Adhesives and sealants.

R4410.6.5.2.2.1 Only approved silicone elastomer

adhesives and sealants shall be used for fastening

glass lights and other panels to curtain wall framing.

R4410.6.5.2.2.2 Such adhesives and sealants shall be

of a polymer that is 100 percent silicone.

R4410.6.5.2.2.3 Adhesives and sealants shall have

been tested in accordance with the standards set forth

in Section R4410.6.4.

R4410.6.5.3 Manufacturer’s testing, recommendation and

approval.

R4410.6.5.3.1 Compatibility of all components and fab-

rication procedures of structural glazing systems shall be

tested, approved and recommended in writing by the



manufacturer of the adhesive; the manufacturer of the

coating; whether it is anodized, baked or otherwise ap-

plied and the manufacturer of the glass panel.

R4410.6.5.3.2 Manufacturer’s testing, recommendation

and approval shall address, but shall not be limited in

scope by the following sections.

R4410.6.5.3.2.1 The compatibility of the sealant with

metal, glazing materials, shims, spacers, setting

blocks, backer rods, gaskets and other materials.

R4410.6.5.3.2.2 Adhesion to the designated sub-

strates and adhesion of the substrates to the base

metal.

R4410.6.5.3.2.3 The design and structural capability

of silicone joints and cross sections.

R4410.6.5.4 Structural requirements.

R4410.6.5.4.1 Design of structural seals.

R4410.6.5.4.1.1 The design stress of the structural

silicone shall not exceed 20 psi (138 kPa) for materi-

als having a minimum strength of 100 psi (690 kPa) at

the weakest element in the line of stress.

R4410.6.5.4.1.2 Such design stress shall also provide

for a safety factor of not less than 5.0.

R4410.6.5.4.1.3 Safety factors greater than 5.0 shall

be specified by the engineer when required or recom-

mended by the manufacturer.

R4410.6.5.4.1.4 The silicone structural seal shall

have a maximum modulus of elasticity to allow no

more than 25 percent movement of the joint width at

20 psi (138 kPa) stress.

R4410.6.5.4.1.5 In insulating glass units, the second-

ary silicone seal shall be designed to withstand a mini-

mum of half the design negative wind load applicable

to the outboard lights.

R4410.6.5.4.2 Bonding limits. Structural glazing shall

be limited to adhesive bonding on one side or on two op-

posing sides of an infill glass lights or panel.

Exception: Three or four side bonding shall be per-

mitted only when structural glazing units are shop

fabricated and shop glazed.

R4410.6.5.4.3 Job-site reglazing.

R4410.6.5.4.3.1 Job-site replacement reglazing shall

be permitted only when performed following a proce-

dure approved in writing by the applicable structural

silicone manufacturer.

R4410.6.5.4.3.2 Replacement shall be performed

only by individuals or firms approved or certified by

the silicone manufacturer.

R4410.6.5.5 Fire protection. Structural glazing in curtain

walls shall be fire protected as required by Section R4410.5.6.

R4410.6.6 Inspections, testing and recertification.

R4410.6.6.1 A minimum of 1 percent of the structurally

glazed panels shall be tested for load carrying capacity and

sealant adhesion in accordance with Section R4403 and

ASTM E 330.

R4410.6.6.2 Structural glazed panels shall be inspected by a

Florida-registered architect or licensed engineer for confor-

mance with the approved design and installation procedures

determined by the authority having jurisdiction prior to the

erection of such panels and after the seal curing period estab-

lished by the silicone manufacturer.

R4410.6.6.3 It shall be the responsibility of the contractor to

verify the adhesion of the cured sealant periodically through-

out the application to assure compliance with the manufac-

turer’s specifications and quality of application.

R4410.6.6.4 Structural glazing systems on threshold build-

ings shall be recertified by the owner as specified by the au-

thority having jurisdiction at six-month intervals for the first

year after installation. Subsequently, such systems shall be

recertified every five years at regular intervals.

R4410.6.6.5 Such recertifications shall determine the struc-

tural condition and adhesion capacity of the silicone sealant.


GYPSUM BOARD AND PLASTERR4411.1 Lathing.

R4411.1.1 General. Lath shall be gypsum, metal or wire

lath, as set forth herein, and shall conform to the Standard

Specification for Interior Lathing and Furring, ANSI A42.4.

R4411.1.2 Gypsum lath. Gypsum lath shall conform to the

Standard Specification for Gypsum Lath, ASTM C 37.

R4411.1.2.1 Gypsum lath shall be nailed to wood sup-

ports, at intervals not to exceed 5 inches (127 mm), with

13-gauge galvanized or blued nails having 19/64 inch (7.5

mm) diameter flat heads (7.5 mm). Nails shall be not less

than 11/8 inches (29 mm) long for 3/8 inch (9.5 mm) lath nor

less than 11/4 inches (32 mm) for 1/2 inch (12.7 mm) lath.

Each 16-inch (406 mm) width of lath shall be secured to

each support with not less than five nails except that where

fire-resistive-rated construction is not required, there shall

not be less than four nails.

R4411.1.2.2 Lath shall be secured to horizontal or vertical

metal supports by means of approved special clips.

R4411.1.2.3 The center-to-center spacing of wood sup-

ports shall not exceed 16 inches (406 mm) for 3/8 inch (9.5

mm) gypsum lath and shall not exceed 24 inches (610

mm) for 1/2 inch (12.7 mm) gypsum lath.

R4411.1.2.4 The center-to-center spacing for gypsum lath

applied to metal studs shall not exceed that set forth herein

above for wood supports except that 3/8 inch (9.5 mm)

gypsum lath may be applied to metal studs spaced 24

inches (610 mm) on centers where a minimum of 3/4-inch

(19 mm), three-coat plaster is applied over the lath.

R4411.1.2.5 Lath shall be applied with face side out and

with the long dimension at right angles to the framing

members. Joints shall be broken in each course, except

that end joints may fall on one support when such joints



are covered with 3-inch- wide (76 mm) strips of metal

lath. Lath shall be butted together.

R4411.1.2.6 Corner bead and inside angle reinforcing

shall not be required.

R4411.1.2.7 No interior lath shall be applied until the roof

is on and the building is dried in.

R4411.1.3 Metal and wire lath.

R4411.1.3.1 Metal and wire lath and metal accessories

embedded in the plaster shall be galvanized or otherwise

rust-resistant by approved means. Weight tags shall be left

on all metal or wire lath until approved by the building of-

ficial.

R4411.1.3.2 The weight of metal and wire lath and the

spacing of supports shall conform to the requirements set

forth in Table R4411.1.3.2.

TABLE R4411.1.3.2WEIGHTS OF METAL AND WIRE LATH*

TYPE OF LATH

MINIMUMWGT. (lb per

sq yd)

MAXIMUM SPACING OFSUPPORTS (in.)

For Walls For Ceilings

Flat Expanded Metal Lath 2.5 16 0

Flat Expanded Metal Lath 3.4 16 16

Flat Rib Metal Lath 2.75 16 12

Flat Rib Metal Lath 3.4 19 19

3/8" Rib Metal Lath 3.4 24 24

Sheet-Metal Lath 4.5 24 24

Wire Lath 2.48 16 12

Wire Fabric ** 16 16

For SI: 1 inch = 25.4 mm, 1 square yard = 0.8361 m2.

* V-stiffened that expanded metal lath of equal rigidity and weight is permis-

sible on the same spacings as 3/8" rib metal lath.

** Paper-backed wire fabric, No. 16-gauge wire, 2" x 2" mesh, with stiffner.

R4411.1.3.3 All metal lath shall be lapped 1 inch (25

mm) minimum.

R4411.1.3.4 All attachments for securing metal lath,

wire lath and wire fabric to supports shall be spaced not

more than 6 inches (152 mm) apart, and side laps shall be

secured to supports and be tied between supports at not to

exceed 9 inches (229 mm) intervals.

R4411.1.3.5 Metal and wire lath shall be attached to ver-

tical wood supports with the equivalent of 4d galvanized

or blue common nails driven to a penetration of at least 3/4

inch (19 mm) and bent over to engauge not less than three

strands of lath. Metal and wire lath shall be attached to

ceiling joists or other horizontal wood supports with the

equivalent of No. 11-gauge, barbed, galvanized or blued

nails 11/2 (38 mm) inches long having a head not less than3/8 inch (9.5 mm) in diameter.

R4411.1.3.6 Metal and wire lath shall be attached to hor-

izontal and vertical metal supports with the equivalent of

No. 8 galvanized sheet-metal screws.

R4411.1.4 Nonbearing lath and plaster partitions.

R4411.1.4.1 Where reinforced plaster or pneumatically

placed plaster partitions are used, they shall have vertical

steel or iron channels with a depth of not less than

one-third of the thickness of the partition and spaced not

more than 24 inches (610 mm) on centers. The thickness

of metal in the channels shall not be less than 16 U.S.

standard gauge or light gauge steel studs.

R4411.1.4.2 Hollow nonbearing partitions of reinforced

plaster or pneumatically placed plaster shall have a shell

thickness of not less than 3/4 inch (19 mm).

R4411.1.4.3 Metal reinforcing shall be as set forth in Ta-

ble R4411.1.3.2, and gypsum lath shall not be less than3/8 inch (9.5 mm) in thickness. The minimum thickness of

metal lath and plaster partitions shall be not less than 2

inches (51 mm) or 1/84 of the distance between supports.

R4411.1.5 Suspended and furred plaster ceilings.

R4411.1.5.1 General. Suspended or furred plaster ceil-

ings shall be designed and constructed as set forth herein.

R4411.1.5.2 Main runners. Main runners or carriers

shall be rolled steel channels not less than the sizes and

weights set forth in Table R4411.1.5.2.

A main runner shall be located not more than 6 inches

(152 mm) from parallel walls to support the ends of cross

furring. The ends of main runners at walls shall be sup-

ported by hangers located not more than 12 inches (305

mm) from such ends. Splices in main runners shall be

lapped 12 inches (305 mm) and tied, each end, with dou-

ble loops of No. 16-gauge wire.

TABLE R4411.1.5.2SPANS AND SPACING OF MAIN RUNNERS

MINIMUM SIZE AND TYPE

MAXIMUM SPANBETWEEN

HANGERS ORSUPPORTS

MAXIMUMCENTER-TO-CENTER

SPACING OFRUNNERS

3/4" - 0.3 lb per ft 2’-0" 3’-0"

1-1/2" - 0.475 lb per ft 3’-0" 4’-0"

1-1/2" - 0.475 lb per ft 3’-6" 3’-6"

1-1/2" - 0.475 lb per ft 4’-0" 3’-0"

1-1/2" - 1.12 lb per ft 4’-0" 5’-0"

2" -1.26 lb per ft 5’-0" 5’-0"

1-1/2" x 1-1/2" x 3/16" angle 5’-0" 5’-0"

For SI: 1 in. = 25.4 mm;1 lb/ft = 1.4882 kg/m.

R4411.1.5.3 Cross furring. Cross furring, or spacers,

for various spacing of main runners or other supports

shall be not less than as set forth in Table R4411.1.5.3.

TABLE R4411.1.5.3SIZES OF CROSS FURRING IN SUSPENDED

AND FURRED CEILINGS

SIZE AND TYPEMAXIMUM SPAN

BETWEEN SUPPORTS MAXIMUM SPACING

1/4" pencil rods Up to 2’-0" 12"

3/4" channels Up to 3’-0" 24"

3/4" channels Up to 4’-0" 16"

For SI: 1 in. = 25.4 mm.



R4411.1.5.3.1 Cross furring shall be securely sad-

dle-tied to the main runners by not less than two

strands of No. 16 W and M gauge galvanized wire or

equivalent approved attachments. Cross furring shall

be attached to joists or beams with double No. 14 W

and M gauge galvanized wire or equivalent approved

attachments.

Splices in cross furring shall be lapped 8 inches

(203 mm) and tied, each end, with double loops of No.

16-gauge wire.

R4411.1.5.4 Hangers. Hangers supporting suspended

ceilings shall be not less than as set forth in Table

R4411.1.5.4.

TABLE R4411.1.5.4HANGERS SUPPORTING SUSPENDED CEILINGS

CEILING AREA SUPPORTED(SQUARE FEET) MINIMUM SIZE OF HANGER

12.5 8-gauge wire

16 6-gauge wire

18 3/16" rod

22.5 1/4" rod

50 1" x 3/16" flat bar

For SI: 1 in. = 25.4 mm.

R4411.1.5.4.1 Hangers shall be saddle-tied or

wrapped around main runners to develop the full

strength of the hangers. Hangers shall be fastened to

or embedded in the structural framing, masonry or

concrete. Lower ends of flat-strap hangers shall be

bolted with 3/8 inch (9.5 mm) bolts to runner channels

or bent tightly around corners and bolted to the main

part of the hanger. Where the area of a plastered ceil-

ing exceeds 100 square feet (93 m2), suitable methods

to resist uplift forces shall be provided for each 64

square feet (6 m2) of ceiling.

SECTION R4411.2HIGH VELOCITY HURRICANE ZONES–PLASTER

R4411.2.1 General.

R4411.2.1.1 Gypsum plastering shall conform to the Stan-

dard Specification for Gypsum Plastering, ANSI A42.1.

R4411.2.1.2 Plastering with gypsum, hardwall, lime or ce-

ment plaster shall be three-coat work when applied over

metal and wire lath and shall be not less than two-coat work

when applied over gypsum lath or gypsum block.

R4411.2.1.3 Portland cement plaster shall not be applied di-

rectly to gypsum lath.

R4411.2.1.4 In no case shall a brush coat be accepted as a re-

quired coat where three-coat work is required by this section.

R4411.2.1.5 Grounds shall be installed to provide for the

thickness of plaster, as set forth in Table R4411.2.1.5, as

measured from the face of the lath.

TABLE R4411.2.1.5REQUIRED THICKNESS OF INTERIOR PLASTER

TYPE OF LATH THICKNESS OF PLASTER

Metal or wire lath 5/8" minimum

Gypsum lath 1/2" minimum

For SI: 1 in. = 25.4 mm.

R4411.2.1.6 If monolithic-concrete ceiling surfaces require

more than 3/8 inch (9.5 mm) of plaster to produce desired

lines or surfaces, metal lath or wire lath shall be attached

thereto; except that special bonding agents approved by the

building official may be used.

R4411.2.1.7 The building official may require test holes to be

made for the purpose of determining the thickness of plaster.

R4411.2.2 Materials.

R4411.2.2.1 Aggregates.

R4411.2.2.1.1 Inorganic aggregates used for plaster and

stucco shall conform to the Standard Specification for Inor-

ganic Aggregates for Use In Gypsum Plaster, ASTM C 35,

except that graduation of locally produced sand shall be

such that the fineness modulus is between 1.20 and 2.35.

R4411.2.2.1.2 Aggregates shall be quarried or washed in

fresh water and shall contain not more than 1/20 of 1 per-

cent salt, by weight.

R4411.2.2.2 Gypsum. Gypsum plaster shall conform to the

Standard Specification for Gypsum Plaster, ASTM C 28.

R4411.2.2.3 Lime. Lime shall conform to the Standard

Specification for Quicklime for Structural Purposes, ASTM

C 5, and the Standard Specification for Special Finish Hy-

drated Lime, ASTM C 206.

R4411.2.2.4 Keene’s cement. Keene’s cement shall con-

form to the Standard Specification for Keene’s Cement,

ASTM C 61.

R4411.2.2.5 Portland cement.

R4411.2.2.5.1 Portland cement shall conform to the Stan-

dard Specification for Portland Cement, ASTM C 150.

R4411.2.2.5.2 Approved types of plasticity agents may

be added to Portland cement in the manufacturing pro-

cess or when mixing the plaster, but in no case shall the

amount of the plasticity agent exceed 10 percent of the

volume of cement in the plaster mixture.

R4411.2.2.6 Masonry cement. Masonry cement shall be

Type II and shall conform to the Standard Specification for

Masonry Cement, ASTM C 91.

R4411.2.3 Proportioning and mixing.

R4411.2.3.1 Base coats. The proportions of sand, vermicu-

lite or perlite to 100 pounds (45.4 kg) of gypsum neat plaster

shall not exceed the requirements in this section.

R4411.2.3.1.1 Gypsum or hardwall plaster. Gypsum

or hardwall plaster shall be proportioned in accordance

with Section R4411.2.3.1.1.



TABLE R4411.2.3.1.1GYPSUM AND HARDWALL PLASTER

APPLICATION METHOD

DAMPLOOSE

SAND (lb)

VERMICULITEOR PERLITE

(cu ft)

TWO-COAT WORK

(DOUBLE-UP METHOD)

(1) Over gypsum lath

(2) Over Masonry2

250

300

2 1/2

3

THREE-COAT WORK

(1) First (scratch) coat over lath

(2) First (scratch) coat over masonry

(3) All second (brown) coats

2001

300

3001

2

3

3

1. Except over monolithic concrete.

2. In lieu of the proportioning specified, the proportions may be 100 lb of gyp-

sum neat plaster to not more than 250 lb of damp, loose sand or 2-1/2 cu ft

of vermiculite or perlite, provided this proportioning is used for both

scratch and brown coats.

R4411.2.3.1.2 Wood-fiber gypsum plaster. Wood-fi-

ber gypsum plaster for use on all types of lath shall be

mixed with water only and shall be mixed in the propor-

tion of one part of plaster to one part of sand, by weight,

for use on masonry.

R4411.2.3.1.3 Ready mixed plaster. Gypsum

ready-mixed plaster shall be in the proportion of 100

pounds (45.4 kg) of gypsum neat plaster to not more than

250 lb (113 kg) of sand; or when vermiculite or perlite is

used as an aggregate, the proportions shall be 100 pounds

(45.4 kg) of gypsum neat plaster to not more than 21/2 cu-

bic feet (0.07 m3) vermiculite or perlite.

R4411.2.3.1.4 Portland-cement plaster. For three-coat

work, the first two coats shall be required for the first two

coats of exterior stucco (see Section R4411.3).

R4411.2.3.1.5 Masonry cement plaster. For two- or

three-coat work, all work shall be set forth in Section

R4411.2.

R4411.2.3.2 Finish coats for gypsum or lime plaster. The

finish coats shall be mixed and proportioned in accordance

with this section.

R4411.2.3.2.1 Smooth white finish, mixed in the propor-

tion of not less than one part gypsum gaging plaster to three

parts lime putty, by volume, or an approved prepared gyp-

sum trowel finish.

R4411.2.3.2.2 Sand-float finish, mixed in the proportion of

one-half part of Keene’s cement to two parts of lime putty

and not more than four and one-half parts of sand, by vol-

ume, or an approved gypsum sand-float finish.

R4411.2.3.2.3 Keene’s cement finish, mixed in the propor-

tion of three parts Keene’s cement to one part lime putty, by

volume.

R4411.2.3.2.4 Lime sand-float finish, mixed in the propor-

tion of three parts lime putty to three parts sand, by volume.

R4411.2.3.2.5 Finish coat for perlite or vermiculite ag-

gregate plasters, mixed in the proportion of 1 cubic foot

(28 339 cc) of aggregate to 100 pounds (45 kg) of

unfibered gypsum plaster, or mixed according to manu-

facturer’s specifications.

R4411.2.3.3 Finish coat for Portland cement plaster. Finish

coats for interior Portland cement plaster shall be one of the

following:

1. As required for the third coat of exterior stucco (see

Section R4410.4).

2. A gauged cement plaster mixed in proportion of one

part Portland cement to not more than 15 percent lime

putty and not more than four parts of sand, by volume.

R4411.2.3.4 Finish coat for masonry cement plaster. Fin-

ish coat for masonry cement plaster shall be as set forth in

Section R4411.2.4.2.3.


R4411.2.4.1 Base coats.

R4411.2.4.1.1 Gypsum plaster. The scratch coat shall be

applied with sufficient material and pressure to form a full

key or bond.

R4411.2.4.1.1.1 For two-coat work it shall be doubled

back to bring the plaster out to grounds and straight-

ened to a true surface and left rough to receive the fin-

ish coat.

R4411.2.4.1.1.2 For three-coat work, the scratch (first)

coat shall be scratched to a rough surface. The brown

(second) coat shall be applied after the scratch coat has

set firm and hard, brought out to grounds, straightened

to a true surface with rod and darby and left rough,

ready to receive the finish (third) coat.

R4411.2.4.1.1.3 The finish coat shall be applied to a

practically dry base coat or to a thoroughly dry base

coat which has been evenly wetted by brushing or

spraying. The use of excessive water shall be avoided

in the application of all types of finish coat plastering.

R4411.2.4.1.2 Portland-cement plaster. The first two

coats shall be as required for the first two coats of exterior

stucco, except that the interval between the first and sec-

ond coats shall be not less than 24 hours.

R4411.2.4.1.3 Masonry cement plaster. Where ma-

sonry cement is the only cementitious material, the second

coat may be applied to the base coat as soon as the base

coat has attained sufficient strength and rigidity to support

the second (finish) coat.

R4411.2.4.2 Finish.

R4411.2.4.2.1 Smooth white finish shall be applied over

the base coat that has set for a period of not less than 24

hours and is surface-dry. Thickness shall be from 1/16 inch

to 1/8 inch (1.6 to 3.3 mm).

R4411.2.4.2.2 Sand-float finish shall be applied over the

set base coat that is not quite dry.

R4411.2.4.2.3 Keene’s cement finish shall be applied

over the set base coat that is not quite dry. Thickness shall

be from 1/16 inch to 1/8 inch (1.6 to 3.3 mm), unless finish

coat is marked off or is jointed; in which case, the thick-

ness may be increased as required by depth of marking or

jointing.



R4411.2.4.2.4 The finish coat for interior Portland-ce-

ment plastering shall be applied in the same manner as re-

quired for the third coat of exterior stucco, except that

other types of finish coat may be applied as specified in

Section R4410.4.

R4411.2.4.2.5 The finish coat for lightweight aggregate

plastering shall be from 1/16 inch to 1/8 inch (1.6 to 3.3 mm).

R4411.2.4.3 Plaster on concrete.

R4411.2.4.3.1 Monolithic-concrete surfaces shall be

clean, free from efflorescence, damp and sufficiently

rough to insure adequate bond.

R4411.2.4.3.2 Gypsum plaster applied to mono-

lithic-concrete ceilings shall be specially prepared bond

plaster for use on concrete, to which only water shall be

added. Gypsum plaster on monolithic walls and columns

shall be applied over a scratch coat of bond plaster, or

other bonding material, before it has set. The brown coat

shall be brought out to grounds, straightened to a true sur-

face and left rough, ready to receive the finish coat.

R4411.2.4.3.3 Portland-cement plaster applied to interior

concrete walls or ceilings shall conform to requirements

for application to exterior concrete walls as specified in

Section R4411.3.

SECTION R4411.3HIGH-VELOCITY HURRICANE ZONES — STUCCO

R4411.3.1 General.

R4411.3.1.1 Portland cement-based plaster shall be applied

in accordance with ASTM C 926, excluding Table 4 of that

standard.

R4411.3.1.2 Stucco base and finish coats, where required to

meet fire-resistance requirements, shall be mixed in propor-

tion of at least one part Portland cement to a maximum of two

and one-half parts sand by volume.

R4411.3.1.3 Approved manufacturing products may be used

for base and finish coats.

R4411.3.1.4 Materials. The materials of stucco shall con-

form to ASTM C 926.

R4411.3.1.5 Admixtures.

R4411.3.1.5.1 Plasticity agents shall be of approved types

and amounts and, where added to Portland cement in the

manufacturing process, no additions shall be made later.

R4411.3.1.5.2 Color may be added to the finish coat in ap-

proved amounts.

R4411.3.1.6 Application.

R4411.3.1.6.1 Stucco applied to concrete or masonry to

meet fire-resistance requirements shall consist of at least

two coats, and the total thickness shall be not less than 1/2

inch (12.7 mm).

R4411.3.1.6.2 Masonry surfaces on which all stucco is

applied shall be clean, free from efflorescence, damp and

sufficiently rough, or coated with an approved bonding

agent, to insure proper bond.

R4411.3.1.6.3 All concrete surfaces shall be coated with

an approved bonding agent or shall be effectively rough-

ened.

R4411.3.1.6.4 The first coat shall be well forced into the

pores of the masonry, shall be brought out to grounds,

straightened to a true surface and left rough enough to re-

ceive the finish coat.

R4411.3.1.6.5 The first coat shall be rodded and

waterfloated to a true surface approximately one-half the

total thickness.

R4411.3.1.6.6 The base coat shall be damp cured for a pe-

riod of not less than 24 hours.

R4411.3.1.6.7 In lieu thereof, the finish coat, where con-

taining appropriate waterproofing or curing admixtures,

may be applied as soon as the base coat has attained initial

set and is sufficiently firm to receive the finish coat.

R4411.3.1.6.8 The finish coat shall be applied over a uni-

formly damp but surface-dry base.

R4411.3.1.6.9 Stucco shall be kept damp for a period of

not less than 48 hours after application of the finish coat.

R4411.3.1.6.10 In lieu thereof, the finish coat may contain

appropriate approved waterproofing or curing agents.

R4411.3.2 Stucco on walls other than concrete or masonry.

R4411.3.2.1 General. Stucco shall be as set forth in Section

R4411.3.

R4411.3.2.2 Moisture barrier. Wood shall be covered with

15-pound (9 kg) roofing felt, or other approved equally mois-

ture-resisting layer, and metal reinforcement as set forth

herein.

R4411.3.2.3 Metal reinforcement.

R4411.3.2.3.1 Stucco shall be reinforced with galvanized

expanded metal weighing no less than 1.8 pounds per

square yard (0.98 kg/m2), or galvanized welded or woven

wire-fabric weighing no less than 1 pound per square yard

(0.54 kg/m2).

R4411.3.2.3.2 All metal lathing shall be lapped not less

than 1 inch (25 mm).

R4411.3.2.3.3 Metal reinforcement shall be furred out

from the backing by an approved method.

R4411.3.2.3.4 Fastenings into wood sheathing or wood

framing shall be by galvanized nails, with heads not less

than 3/8 inch (9.5 mm) in diameter, driven to full penetra-

tion, using a minimum of two nails per square foot (0.093

m2), or by approved staples having equal resistance to

withdrawal.

R4411.3.2.3.5 The fastening of rib-lath to metal members

shall be by #8 galvanized sheet-metal screws, using a min-

imum of two screws per square foot (0.093 m2).

R4411.3.2.4 Application.

R4411.3.2.4.1 Stucco applied on metal lath shall be

three-coat work applied to a total thickness of not less than1/2 inch (12.7 mm) thickness except as required to meet

fire resistance requirements.



R4411.3.2.4.2 The first coat shall be forced through all

openings in the reinforcement to fill all spaces and scored

horizontally.

R4411.3.2.4.3 The second coat shall be applied after the

first coat has set sufficiently to provide a rigid backing.

R4411.3.2.4.4 The third coat shall be applied as soon as

the second coat has attained initial set.

R4411.3.3 Pneumatically placed stucco.

R4411.3.3.1 Pneumatically-placed stucco shall consist of a

mixture of one part Portland cement to not more than five

parts sand, conveyed through a pipe or flexible tube and de-

posited by pressure in its final position.

R4411.3.3.2 Rebound material may be screened and re-used

as sand in an amount not greater than 25 percent of the total

sand in any batch.

R4411.3.3.3 Plasticity agents may be used as specified in

Section R4411.3.1.5.1.

SECTION R4411.4HIGH-VELOCITY HURRICANE ZONES — GYPSUM

BOARD PRODUCTS AND ACCESSORY ITEMSR4411.4.1 General.

R4411.4.1.1 Gypsum wallboard products and related items

and accessories to be used with or without the addition of

plaster for partitions, walls and ceilings shall be as set forth

in this section.

R4411.4.1.2 Where required to be fire resistive, such as-

semblies shall also comply with Chapter 7 the Florida


R4411.4.2 Standards. The following standards are adopted as

set forth in Chapter 43.

Standard Specification for the Application and Finishing of

Gypsum Wallboard, ANSI A97.1.

Specification for Gypsum Wallboard, ASTM C 36.

Specification for General Requirements for Zinc-Coated

(Galvanized) Steel Sheets, by the Hot-Dip Process, ASTM

A 525.

Specification for Light-gauge Steel Studs, Runners, and

Rigid Furring Channels, ASTM C 645.

Specification for Joint Treatment Materials for Gypsum

Wallboard Construction, ASTM C 475.

R4411.4.3 Gypsum wallboard.

R4411.4.3.1 The gypsum wallboard shall comply with the

standards set forth in Section R4411.4.2, and single or mul-

tiple system combinations shall be not less than 1/2 inch

(12.7 mm) in thickness.

R4411.4.3.2 The span between supports for gypsum wall-

board shall be not more than 24 inches (610 mm) for 1/2 inch

(12.7 mm) thick and 5/8 inch (17.1 mm) thick wallboard.

R4411.4.3.3 Gypsum wallboard used in fire-rated assem-

blies shall be of a type for which test ratings are available.

R4411.4.4 Wood studs and wood ceiling supports. Wood studs

and wood ceiling supports shall comply with Section R4409.

R4411.4.5 Steel studs, ceiling supports and track runners.

R4411.4.5.1 Steel studs and runners used to construct

fire-resistive walls or partitions shall be hot-dipped galva-

nized in accordance with ASTM A 525, coating designation

G40, minimum and be of channel or “C” Type shape. The

total thickness of the base metal plus coating shall not be

less than 0.0184 inch (0.467 mm) unpainted and not less

than 0.0194 inch (0.493 mm) if coated and painted. Studs

and runners shall comply with ASTM C 645 and have a base

metal thickness, before application of any coating, of not

less than 0.0179 inch (0.455 mm). Structural properties of

such studs and runners shall comply with ASTM C 645.

R4411.4.5.1.1 Steel studs supporting wall hung plumb-

ing fixtures shall be doubled or not less than 20 gauge

with a minimum effective moment of inertia equal to

0.864 inch4 (360 m4).

R4411.4.5.1.2 Such studs shall be rigidly connected top

and bottom to prevent significant end rotation or dis-

placement.

R4411.4.5.1.3 A horizontal member securely fastened to

not less than two studs shall be installed for the attach-

ment of each wall hung plumbing fixture.

R4411.4.5.2 The unsupported height of partitions shall

comply with the loads and deflections set forth in Section

R4403 and where wallboard is suitably attached, the com-

posite action may be accounted for in the design.

R4411.4.5.3 Steel ceiling supports shall comply with Sec-

tion R4411.1.5.

R4411.4.5.4 Steel studs track runners and ceiling supports

in walls, including curtain walls, shall comply with ASTM

A 525.

Exception: Such members in interior nonload-bearing

walls need not be galvanized but shall comply with

ASTM C 645.

R4411.4.6 Attachments.

R4411.4.6.1 Attachments shall be as set forth herein and for

fire-rated assemblies shall also conform to the material and

conditions of the assembly tested.

R4411.4.6.2 Attachment to wood supporting members

shall conform to the standard set forth in Section R4411.4.2.

R4411.4.6.3 Nails and screws attaching gypsum wallboard

shall, without substantially fracturing the surface paper, be

driven below the surface and spotted with finishing joint

compound.

R4411.4.6.4 Attachment to metal members shall be in accor-

dance with Sections R4411.4.6.4.1 through R4411.4.6.4.5.

R4411.4.6.4.1 Gypsum wallboard shall be attached to

metal members by self-drilling, self-tapping sheet metal

screws.

R4411.4.6.4.2 The spacing of screws attaching gypsum

wallboard to metal studs and runners, shall be not more

than 12 inches (305 mm) on center.



R4411.4.6.4.3 Screw for attaching gypsum wallboard to

metal studs shall be not less than 7/8 inch (22.2 mm) long

for 1/2 inch (17.7 mm) wallboard or 1 inch (25.4 mm)

long for 5/8 inch (17.1 mm) wallboard.

R4411.4.6.4.4 Screws attaching gypsum wallboard shall

be driven below the surface and spotted with finishing

compound.

R4411.4.6.4.5 Runners shall be fastened to the ceiling,

contiguous walls and partitions and to the floor at inter-

vals not exceeding 24 inches (610 mm) on center. Such

attachment may be by nails penetrating the base material

not less than 5/8 inch (17.1 mm) or by self-drilling,

self-tapping sheet metal screws attaching metal to metal.

SECTION R4411.5HIGH-VELOCITY HURRICANE ZONES —SUSPENDED AND FURRED CEILINGS

R4411.5.1 General. Lath and plaster ceilings shall be as set

forth in this section.

R4411.5.2 Suspended and furred ceilings, other than lath and

plaster where providing fire protection shall comply with

Chapter 7 of the Florida Building Code, Building.

R4411.5.3 Suspended and furred ceilings, other than lath and

plaster, shall be suspended and supported in conformance with

the conditions of fire tests or, if not tested, as recommended by

the manufacturer or as required for structural stability.


ASBESTOSR4411.6.1 Asbestos cement shall not be permitted for use un-

der this code.

SECTION R4411.7HIGH-VELOCITY HURRICANE ZONES — TILE

R4411.7.1 Ceramic and Portland cement floor tile shall be set

on a concrete slab or on wood sheathing on wood joists pro-

tected by a waterproof membrane.

R4411.7.2 Floor tile shall be set in a mortar bed of one part

Portland cement to three parts aggregate or otherwise bedded

in an approved adhesive material.

R4411.7.2.1 Ceramic and Portland cement wall tile used in

areas subject to frequent wearing shall be backed with ma-

sonry, stucco on wire lath or approved tile backer board.

R4411.7.2.2 Wall tile used in areas not subject to frequent

wearing shall be backed by a cladding having the rigidity of

stucco on wire lath and shall be bedded in cement mortar or

other approved adhesive material.

R4411.7.3 Portland cement or other porous tile shall be soaked

in water not less than 1 hour before placing.

R4411.7.4 Built-in tubs with overhead showers shall have wa-

terproof joints between the tub and the wall and floor.

SECTION R4412HIGH-VELOCITY HURRICANE ZONES — PLASTICS

R4412.1.1 General.

R4412.1.1.1 Plastic materials used as structural elements

shall be designed by methods admitting of rational analysis

according to established principles of mechanics.

R4412.1.1.2 Plastic materials may be permitted as set forth

herein. The physical properties, such as, not but limited to,

weather resistance, fire resistance and flame spread charac-

teristics, shall comply with the requirements of this code.

R4412.1.1.3 Application and plans submitted for proposed

construction shall identify the plastic material intended for

use and such material shall be stamped or otherwise marked

so as to be readily identifiable in the field.

R4412.1.1.4 Plastic structural elements, other than sheets,

shall be designed by a Florida-registered professional engi-

neer or a Florida-registered architect.

R4412.1.2 Definitions.

APPROVED FOAM PLASTIC. An approved foam plas-

tic shall be any thermoplastic, thermosetting or reinforced

thermosetting plastic material that has a minimum self-igni-

tion temperature of 650ºF (343ºC) or greater when tested in

accordance with ASTM D 1929. It shall have a smoke den-

sity rating not greater than 450 and a flame spread of 75 or

less when tested in accordance with ASTM E 84.

APPROVED PLASTIC. An approved plastic shall be any

thermoplastic, thermosetting or reinforced thermosetting

plastic material which has a self-ignition temperature of

650ºF (343°C), or greater when tested in accordance with

ASTM D 1929, a smoke density rating no greater than 450

when tested in the way intended for use by ASTM E 84 or a

smoke density rating no greater than 75 when tested in the

thickness intended for use according to ASTM D 2843 and

which meets one of the following combustibility classifica-

tions:

CLASS C-1. Plastic materials that have a burning extent of 1

inch per minute (25.4 mm) or less when tested in nominal

0.060 inch (1.5 mm) thickness or in the thickness intended for

use by ASTM D 635.

CLASS C-2. Plastic materials that have a burning rate of 21/2

inches (64 mm) per minute or less when tested in nominal

0.060 inch (1.5 mm) thickness or in the thickness intended for

use by ASTM D 635.

Approved plastics for outdoor exposure shall be evaluated

for outdoor durability in accordance with the Voluntary Stan-

dard Uniform Load Test Procedure for Thermoformed Plastic

Domed Skylights, of the AAMA/WDMA 101/IS2/NAFS,

Voluntary Performance Specification for Windows, Sky-

lights and Glass Doors, as follows:

1. Outdoor exposure conditions: Specimen exposed in

Florida at 45 degree south exposure for a period of five

years.

2. Alternate:



a. Exposure to xenon arc weatherometer using a

6500-watt lamp per ASTM G 26-77 and ASTM D

2565 for a period of 4,500 hours.

b. Impact testing, after exposure test as above, per

ASTM D 256.

FINISH RATING. The time, as determined in accordance

with ASTM E 119, at which a thermal barrier reaches a tem-

perature rise of 240ºF (116ºC) , above ambient or an individ-

ual temperature rise of 324ºF (162ºC), above ambient as

measured on the plane of the thermal barrier nearest to foam

plastic.

FLAME SPREAD RATING. The measurement of flame

spread on the surface of materials or their assemblies as deter-

mined in accordance with ASTM E 84.

GLASS FIBER REINFORCED PLASTIC. Plastic rein-

forced with glass fibers having not less than 20 percent of

glass fibers by weight.

LIGHT DIFFUSING SYSTEM. A suspended construction

consisting in whole or in part of lenses, panels, grids or baf-

fles suspended below independently mounted electrical

lighting sources.

PLASTIC GLAZING. Plastic materials that are glazed or

set in frame or sash and not held by mechanical fasteners

which pass through the glazing material.

PLASTIC ROOF PANELS. Plastic materials that are fas-

tened to structural panels or sheathing and which are used as

light transmitting media in the plane of the roof.

PLASTIC SANDWICH PANELS. Panels of foam plastic

sandwiched between incombustible skins.

PLASTIC WALL PANELS. Plastic materials that are fas-

tened to structural panels or sheathing and which are used as

light transmitting medium in exterior walls.

SKYLIGHT. An assembly that includes plastic materials

used as light transmitting medium and which is located above

the plane of the roof

SMOKE DENSITY. A numerical value of smoke develop-

ment, determined by measuring the area under the curve of

light absorption versus time, in accordance with ASTM E 84

or ASTM D 2843.

THERMOPLASTIC MATERIALS. A plastic material

that is capable of being repeatedly softened by increase of

temperature and hardened by decrease of temperature.

THERMOSETTING MATERIALS. A plastic material

that is capable of being changed into a substantially

nonreformable product when cured.

R4412.1.3 Foam plastics.


R4412.1.3.1.1 Except as otherwise provided herein, all

foam plastics or foam plastic cores in manufactured as-

semblies used in building construction shall have a flame

spread rating of not more than 75 and shall have a

smoke-developed rating of not more than 450 when tested

in the maximum thickness intended for use in accordance

with ASTM E 84.

R4412.1.3.1.2 Except as otherwise provided herein,

foam plastics shall be separated from the interior walls,

floors and ceiling herein of a building by an approved

thermal barrier of 1/2 inch (13 mm) gypsum wallboard or

equivalent thermal barrier material which will limit the

average temperature rise of the unexposed surface to not

more than 259ºF (126ºC), after 15 minutes of fire expo-

sure complying with the ASTM E 119 standard

time-temperature curve.

R4412.1.3.1.3 Foam plastics trim, defined as picture

molds, chair rails, baseboards, handrails, ceiling beams,

door trim and window trim, shall also meet requirements

for interior finish in Section 805.3 of the Florida Build-

ing Code, Building.

R4412.1.3.1.4 Foam plastic not meeting the require-

ments of this section may be specifically approved on the

basis of approved tests such as, but not limited to, FM

procedure 4880, UL Subject 1040, NFPA 286 or UL

1715, or fire tests related to actual end-use configuration

and shall be performed on the finished foam plastic as-

sembly in the maximum thickness intended for use. As-

semblies tested shall included seams, joints and other

typical details used in the installation of the assembly

and shall be tested in the manner intended for use.

R4412.1.3.2 Specific requirements. The following spe-

cific requirements shall apply to all uses of foam plastics un-

less otherwise permitted in this code.

R4412.1.3.2.1 Cold storage buildings.

R4412.1.3.2.1.1 Foam plastics when tested in a thick-

ness of 4 inches (102 mm), may be used in a thickness

up to 10 inches (254 mm) when the building is

equipped with an approved automatic fire suppres-

sion system.

R4412.1.3.2.1.2 Such approved automatic fire sup-

pression system shall be provided in both the cold

storage room and the part of the building in which the

room is located.

R4412.1.3.2.2 Walk-in coolers.

R4412.1.3.2.2.1 Foam plastic having a maximum

flame spread of 75 may be used in a thickness up to 4

inches (102 mm) in free-standing walk-in cooler or

freezer units less than 400 square feet (37 m2) in floor

area without a thermal barrier and without an auto-

matic fire suppression system when the foam plastic

is covered by a metal facing not less than 0.032 inch

(0.813 mm) thick aluminum or corrosion-resistant

steel having a minimum of base metal thickness of

0.016 inch (0.406 mm).

R4412.1.3.2.2.2 When protected by a thermal barrier,

the foam plastic may be used in a thickness up to 10

inches (254 mm).

R4412.1.3.2.3 Exterior walls of one story buildings.

R4412.1.3.2.3.1 Foam-plastic insulation having a

flame spread of 25 or less may be used without ther-

mal barriers in or on exterior fire-resistive incombus-

tible walls in a thickness of not less than 0.032 inch



(0.813 mm) aluminum or corrosion-resistant steel

having a minimum base metal thickness of 0.0160

inch (0.406 mm), and the insulated interior area is

protected with automatic sprinklers.

R4412.1.3.2.3.2 Foam plastic may be used without

the thermal barrier described herein when it is pro-

tected by a minimum of 1 inch (25.4 mm) thickness of

masonry or concrete.

R4412.1.3.2.4 Exterior walls of multistory buildings.

R4412.1.3.2.4.1 Where walls face a street or perma-

nent open space of 30 feet (9 m) or more, foam plastic

insulation may be used in a nonfire-rated exterior wall

assembly.

R4412.1.3.2.4.2 Where a separation of less than 30

feet (9 m) exists, foam plastic may be used within ex-

terior walls, provided the wall assembly affords the

required fire resistivity.

R4412.1.3.2.4.3 Foam plastic insulation shall be sep-

arated from the building interior by a thermal barrier

having an index of 15 unless a specific approval is ob-

tained on the basis of Section R4412.1.3.1.4.

R4412.1.3.2.4.4 The amount of foam plastic in any

portion of the wall or panel shall not exceed 6000

Btu/square foot (68.1 MJ/m2) of projected area as de-

termined by tests conducted in accordance with

NFPA 259.

R4412.1.3.2.4.5 The foam-plastic core, coatings and

facings shall have a flame spread rating of 25 or less

and smoke-developed rating of 450 or less as deter-

mined in accordance with ASTM E 84.

R4412.1.3.2.4.6 Facing, coating and core materials

shall be mechanically or adhesively fastened to each

other and to building members to prohibit failure in

bond as a result of temperatures which may be experi-

enced in a building fire from wind loads or other con-

ditions.

R4412.1.3.2.4.7 Results of diversified or full-scale

fire tests reflecting an end-use configuration shall be

submitted to the building official demonstrating the

assembly in its final form does not propagate the

flame over the surface or through the core when ex-

posed on the exterior face to a fire source.

R4412.1.3.2.5 Roofing.

R4412.1.3.2.5.1 Foam plastic may be used in a roof

covering assembly without the thermal barrier when

the foam is separated from the interior of the building

by plywood sheathing not less than 1/2 inch (12.7 mm)

in thickness bonded with exterior glue, with edge sup-

ported by blocking, tongue-and-grooved joints or

other approved type of edge support, or an equivalent

or better material or system.

R4412.1.3.2.5.2 Foam-plastic roof insulation that

complies with Factory Mutual Standard 4450 or Un-

derwriters Laboratories Subject 1256 need not meet

the requirements of Section R4412.1.3.1.2.

R4412.1.3.2.5.3 For all roof applications, the smoke

developed rating shall not be limited.

R4412.1.3.2.6 Attics and crawl spaces.

R4412.1.3.2.6.1 Within an attic or crawl space where

entry is made for service of utilities, exposed foam

plastics shall be protected against ignition by

1-inch-thick (25 mm) mineral fiber insulation, 1/4-inch

(6.4 mm) thick plywood, particleboard or hardboard or3/8-inch (9.5 mm) gypsum wall board, corrosion-resis-

tant steel having a base metal thickness of 0.0160 inch

(0.406 mm) or other equivalent material installed in

such manner that the foam plastic is not exposed.

R4412.1.3.2.6.2 The protective covering shall also

meet the requirements for the type of construction.

R4412.1.3.2.7 Doors.

R4412.1.3.2.7.1 Where doors are permitted without a

fire-resistance rating, foam plastic having a

flame-spread rating of 75 or less may be used as a core

material when the door facing is metal having a mini-

mum thickness of 0.032 inch (0.813 mm) aluminum or

sheet steel having a minimum thickness of 0.0160 inch

(0.406 mm).

R4412.1.3.2.7.2 There shall be no thermal barrier re-

quirements for these doors.

R4412.1.4 Light transmitting plastics.


R4412.1.4.1.1 The provisions of this section shall govern

the quality and methods of application of plastics for use

as light transmitting media within buildings and struc-

tures.

R4412.1.4.1.2 All plastics to be used according to the pro-

visions of this section shall be approved plastic and con-

form to Sections R4412.1.1 and R4412.1.2.

Exception: Roof coverings over terraces and patios of

one- and two-family dwellings shall be permitted with

approved plastics.

R4412.1.4.2 Glazing of openings in nonfire-rated walls.

R4412.1.4.2.1 Doors, sash and framed openings which are

not required to be fire rated may be glazed with approved

plastic materials in buildings of Type V construction.

R4412.1.4.2.2 In all other types of construction openings

not required to be fire rated may be glazed or equipped

with approved plastic material subject to the requirements

listed below.

R4412.1.4.2.2.1 The area of such glazing shall not ex-

ceed 25 percent of the wall face of the story in which it

is installed.

R4412.1.4.2.2.2 The area of a unit or pane of glazing

installed above the first story shall not exceed 16

square feet (1.49 m2) and the vertical dimension of a

unit or pane shall not exceed 4 feet (1219 mm). There

shall be a minimum 3 feet (914 mm) vertical spandrel

wall between stories.



R4412.1.4.2.2.3 Approved plastics shall not be in-

stalled more than 75 feet (22.9 m) above grade level ex-

cept as provided in Section R4412.1.4.2.2.4.

R4412.1.4.2.2.4 Approved thermoplastic materials

may be installed in areas up to 50 percent of the wall

area of each story in structures less than 150 feet (45.7

m) in height if continuous architectural projections

constitute an effective fire barrier extending at least 3

feet (914 mm) from the surface of the wall on which the

glazing is installed and are provided on each floor

above the first floor. The size and the dimensions of in-

dividual units shall not be limited in such installations

except as required to meet structural loading require-

ments.

R4412.1.4.2.3 Area increase based on fire protection. In

buildings or portions thereof protected by approved au-

tomatic, fire extinguishing systems, the area of glazing

permitted by Section R4412.1.4.2.2.1 may be increased

by 100 percent.

R4412.1.4.3 Exterior nonfire-rated wall panels.

R4412.1.4.3.1 General. Approved plastic materials may

be used as wall panels, in exterior walls not required to

heave a fire-rating subject to the requirements in this sec-

tion.

R4412.1.4.3.1.1 Installation. Exterior wall panels

installed as provided herein shall not alter the type of

construction classification of the building.

R4412.1.4.3.1.2 Height limitation. Approved plas-

tics shall not be installed more than 75 feet (22.9 m)

above grade level except as permitted by Section

R4412.1.4.3.1.4 (see Exception 3).

R4412.1.4.3.1.3 Area limitation and separation.Area limitation and separation requirements of exterior

wall panels shall be provided in Table R4412.1.4.3.1.3.

R4412.1.4.3.1.4 Combination of glazing and wall pan-

els. Combinations of plastic glazing and plastic wall

panels shall be subject to the area, height and percent-

age limitations and separation requirements applicable

to the class of plastics as prescribed for wall panel in-

stallations.

Exceptions:

1. Structures which provide continuous archi-

tectural projections extending at least 36

inches (914 mm) from the surface of the wall

in which plastic wall panels are installed shall

not be required to provide vertical separation

at that floor.

2. Area increase based on in fire protection. In

buildings or portions thereof protected by ap-

proved automatic fire-extinguishing systems

the maximum percent area of plastic panes in

exterior walls and the maximum square feet

of separate panel are given in Table

R4412.1.4.3.1.3 may be increased 100 per-

cent but the area of plastic wall panels shall

not exceed 50 percent of the wall area.

3. Approved thermoplastic materials may be in-

stalled in areas up to 50 percent of the wall

area of each story in structures less than 150

feet (45.7 m) in width if continuous architec-

tural projections constitute an effective fire

barrier extending at least 3 feet (914 mm)

from the surface of the wall on which the pan-

els are installed and are provided on each

floor above the first floor.

4. The use of plastics shall not be permitted in

exterior walls in occupancies groups A, H

and I.

R4412.1.4.4 Roof panels.

R4412.1.4.4.1 General. Approved plastic roof panels

may be installed as follows.

R4412.1.4.4.1.1 Where the roof is not required to have

a fire rating.

R4412.1.4.4.1.2 Where the roof panels meet the re-

quirements for roof coverings of the particular occu-

pancy.

R4412.1.4.4.1.3 In roofs of buildings protected by an

approved automatic fire extinguishing system.

Exception: The use of plastics shall not be permit-

ted in roofs of Group A, H and I occupancies.

R4412.1.4.4.2 Separations. Individual roof panels shall

be separated from each other by a distance of not less than

4 feet (1219 mm) measured in a horizontal plane.

R4412.1.4.4.3 Location. Where exterior wall openings

are required to be fire rated, a roof panel or unit shall not be

installed within 6 feet (1829 mm) of such exterior wall.

R4412.1.4.4.4 Area limitations. Roof panels or units

shall be limited in area, according to provisions set forth in

Table R4412.1.4.4.4.

TABLE R4412.1.4.4.4AREA LIMITATIONS FOR ROOF PANELS

CLASS OF PLASTICMAX. SEPARATED

PANEL AREA (sq ft)MAX. AGGREGATE

AREA (% of floor area)

C1 300 30

C2 100 25

R4412.1.4.5 Skylight assemblies. Skylight assemblies may

be glazed with approved plastic materials in accordance with

this section.

R4412.1.4.5.1 Mounting.

R4412.1.4.5.1.1 The plastic shall be mounted a mini-

mum of 4 inches (102 mm) above the plane of the roof

on a curb constructed in accordance with requirements

of types of construction.

R4412.1.4.5.1.2 Dome-shape skylights shall rise

above the mounting flange a minimum distance equal

to 10 percent of the maximum span of the dome, but

not less than 4 inches (102 mm).



R4412.1.4.5.1.3 The edges of the skylights shall be

protected by incombustible material in Types I, IV,

protected and Type IIB construction.

R4412.1.4.5.2 Maximum area of skylight units. Each

skylight unit shall have a maximum area within the curb of

100 square feet (9.3 m2) for Class C-2 material and 200

square feet (18.6 m2) for Class C-1 material.

R4412.1.4.5.3 Aggregate area of skylights. The aggre-

gate area of skylights shall not exceed 33 percent when

Class C-1 materials are used and 25 percent when Class

C-2 materials are used, of the floor area of the room or

space sheltered by the roof in which they are installed.

R4412.1.4.5.4 Separation. Skylights shall be separated

from each other by a distance of not less than 4 feet (1219

mm) measured in a horizontal plane.

R4412.1.4.5.5 Location. Where exterior wall openings

are required to be fire rated, a skylight shall not be in-

stalled within 6 feet (1829 mm) of such exterior wall.

Exceptions:

1. Skylight assemblies may not be glazed with ap-

proved plastic materials in buildings of Group H

and I occupancies.

2. The aggregated area of approved plastic sky-

lights may be increased 100 percent beyond the

limitations set forth herein if the skylights are

used as an automatic fire venting system or if the

building is equipped with an automatic fire ex-

tinguishing system.

3. When a building not more than one story in

height has a minimum distance separation from

other buildings of 30 feet (9.1 m) and is not used

as an enclosed means of egress, skylights in such

a building need not comply with the require-

ments set forth in this paragraph.

4. When skylights used in a building are made of

approved plastic materials that meet the

fire-rated requirements of the roof of the build-

ing, such skylight assemblies need not comply

with the requirements set forth in this paragraph.

5. Skylights installed in detached buildings of

Group R3 occupancy, Type IV and Type IIIB

need not comply with this section.

R4412.1.4.6 Light diffusing systems.

R4412.1.4.6.1 General.

R4412.1.4.6.1.1 Light diffusing systems shall not be

installed in Group I and H occupancies or in exitways

unless they are protected with an approved automatic

fire extinguishing system.

R4412.1.4.6.1.2 Approved plastic diffusers shall

comply with the flame spread requirements for inte-

rior finishes, unless the individual plastic panels will

fall from their mountings before igniting at an ambi-

ent temperature of at least 200ºF (93ºC) below their

ignition temperature. The panels must, however, re-

main in place at an ambient room temperature of 175º

(79ºC) for a period of not less than 15 minutes.

R4412.1.4.6.1.3 Location. Where fire-rated ceiling

assemblies are required, plastic diffusers, if used,

shall be located below such assemblies.

R4412.1.4.6.2 Installation. Plastic diffusers shall be

supported directly or indirectly from ceiling or roof con-

struction by use of incombustible hangers. Hangers shall

be at least No. 12 Steel Wire gauge [0.0106 inch (0.27

mm)] galvanized wire or equivalent.

R4412.1.4.6.3 Size limitations. Individual panels or

units shall not exceed 10 feet (3 m) in length or 30 square

feet (2.8 m2) in area.

R4412.1.4.6.4 When buildings are protected by an auto-

matic fire extinguishing system, this section shall apply

to light diffusing systems within such buildings.

R4412.1.4.6.4.1 Fire-extinguishing systems shall be

located above and below the light diffusing system un-

less specifically approved for above such system only.

R4412.1.4.6.4.2 Areas of light diffusing systems pro-

tected by a fire-extinguishing system shall not have to

comply with the size limitations set forth in this sec-

tion.

R4412.1.4.6.5 Electrical lighting fixtures.

R4412.1.4.6.5.1 Plastic light-transmitting panels and

light-diffuser panels installed in approval electrical

lighting fixtures shall have flame spread ratings com-

patible with the occupancy of the building.

R4412.1.4.6.5.2 The area of approved plastic materi-

als when used in required fire exits or corridors shall

not exceed 30 percent of the aggregate area of the ceil-

ing in which they are installed, unless the occupancy



TABLE R4412.1.4.3.1.3AREA LIMITATION AND SEPARATION REQUIREMENTS FOR PLASTIC WALL PANELS IN NONFIRE-RATED WALLS

FIRE SEPARATION (ft) CLASS OF PLASTIC

MAX. AGGREGATEAREA (% OF EXTERIOR

WALL)MAX. SEPARATED

PANEL AREA (sq ft)

MINIMUM SEPARATION OF PANELS (ft)

Vertical Horizontal

10 up to and C1 25 90 6 4

including 30 C2 15 70 8 4

Over 30 C1 50 No limit 31 0

C2 50 100 61 3

1: See Exception 1 to R4412.1.4.3.1

is protected by an approved fire-extinguishing sys-

tem.

R4412.1.4.7 Partitions. Approved light-transmitting plas-

tics may be used in or as partitions provided the requirement

of the types of construction are met.

R4412.1.4.8 Bathroom accessories. Approved plastics

shall be permitted as glazing in shower stalls, shower doors,

bathtub enclosures and similar accessory units and shall

conform to 16 CFR 1205 and the Safety Standard for Archi-

tectural Glazing Materials.

R4412.1.4.9 Awnings and similar structures. Approved

light-transmitting plastics may be used on or as awnings and

similar structures when in conformance with provisions as

set forth in other sections of this code.


STORM DRAINAGER4413.1 General.

R4413.1.1 Scope. The provisions of this section shall gov-

ern the materials, design, construction and installation of

storm drainage.

R4413.1.2 Where required. All roofs, paved areas, yards,

courts and courtyards shall drain into a separate storm sewer

system, or a combined sewer system, or to an approved

place of disposal. For one- and two-family dwellings, and

where approved, storm water is permitted to discharge onto

flat areas, such as streets or lawns, provided that the storm

water flows away from the building.

R4413.1.3 Prohibited drainage. Storm water shall not be

drained into sewers intended for sewage only.

R4413.1.4 Tests. The conductors and the building storm

drain shall be tested in accordance with Section 312 of the

Florida Building Code, Plumbing.

R4413.1.5 Continuous flow. The size of a drainage pipe

shall not be reduced in the direction of flow.

R4413.1.6 Fittings and connections. All connections and

changes in direction of the storm drainage system shall be

made with approved drainage-type fittings in accordance

with Table R4413.1.6 herein. The fittings shall not obstruct

or retard flow in the system.

TABLE R4413.1.6FITTINGS FOR CHANGE IN DIRECTION

TYPE OF FITTINGPATTERN

CHANGE IN DIRECTION

Horizontal tovertical

Vertical tohorizontal

Horizontal tohorizontal

Sixteenth bend X X X

Eighth bend X X X

Sixth bend X X X

Quarter bend X Xa Xa

Short sweep X Xa,b Xa,b

Long sweep X X X

Sanitary tee Xc

Wye X X X

Combination wye

and eighth bendX X X


a. The fittings shall only be permitted for a 2-inch or smaller fixture drain.

b. Three inches and larger.

c. For a limitation on double sanitary tees, see Section 706.3 of the Florida

Building Code, Plumbing.

R4413.1.7 Roof design. Roofs shall be designed for the

maximum possible depth of water that will pond thereon as

determined by the relative levels of roof deck and overflow

weirs, scuppers, edges or serviceable drains in combination

with the deflected structural elements. In determining the

maximum possible depth of water, all primary roof drain-

age means shall be assumed to be blocked.

R4413.1.8 Cleanouts required. Cleanouts shall be installed

in the storm drainage system and shall comply with the provi-

sions of this code for sanitary drainage pipe cleanouts.

SECTION R4413.2HIGH VELOCITY HURRICANE ZONES —

MATERIALSR4413.2.1 General. The materials and methods utilized for

the construction and installation of storm drainage systems

shall comply with this section.

R4413.2.2 Inside storm drainage conductors. Inside storm

drainage conductors installed above ground shall conform to

one of the standards listed in Table R4413.2.2 herein.



TABLE R4413.2.2ABOVE-GROUND DRAINAGE AND VENT PIPE

MATERIAL STANDARD

Acrylonitrile butadiene

styrene (ABS) plastic pipe

ASTM D 2661; ASTM F 628;

CSA B181.1

Brass pipe ASTM B 43

Cast-iron pipeASTM A 74; CISPI 301;

ASTM A 888

Copper or copper-alloy pipe ASTM B 42; ASTM B 302

Copper or copper-alloy tubing

(Type K, L, M or DWV)

ASTM B 75; ASTM B 88;

ASTM B 251; ASTM B 306

Galvanized steel pipe ASTM A 53

Glass pipe ASTM C 1053

Polyolefin pipe CSA CAN/CSA-B181.3

Polyvinyl chloride (PVC)

plastic pipe (Type DWV)

ASTM D 2665; ASTM D 2949;

ASTM F 891;

CSA CAN/CSA-B181.2

R4413.2.3 Underground building storm drain pipe. Under-

ground building storm drain pipe shall conform to one of the

standards listed in Table R4413.2.3 herein.

TABLE R4413.2.3UNDERGROUND BUILDING DRAINAGE AND VENT PIPE

MATERIAL STANDARD


styrene (ABS) plastic pipe


CSA B181.1

Asbestos-cement pipe ASTM C 428


ASTM A 888


(Type K or L)


ASTM B 251

Polyolefin pipe CSA CAN/CSA-B181.3


plastic pipe (Type DWV)


ASTM F 891;

CSA CAN/CSA-B181.2

R4413.2.4 Building storm sewer pipe. Building storm sewer

pipe shall conform to one of the standards listed in Table

R4413.2.4.

R4413.2.5 Subsoil drain pipe. Subsoil drains shall be

open-jointed, horizontally split or perforated pipe conforming

to one of the standards listed in Table R4413.2.5.

R4413.2.6 Roof drains. Roof drains shall conform to ASME

A112.21.2.

R4413.2.7 Fittings. Pipe fittings shall be approved for installation

with the piping material installed, and shall conform to the respec-

tive pipe standards or one of the standards listed in Table

R4413.2.7. The fittings shall not have ledges, shoulders or reduc-

tions capable of retarding or obstructing flow in the piping.

Threaded drainage pipe fittings shall be of the recessed drainage

type.

TABLE R4413.2.4BUILDING STORM SEWER PIPE

MATERIAL STANDARD

Acrylonitrile butadiene styrene

(ABS) plastic pipe

ASTM D 2661; ASTM D

2751; ASTM F 628



ASTM A 888

Concrete pipe

ASTM C 14; ASTM C 76;

CSA A257.1;

CSA CAN/CSA A257.2


(Type K, L, M or DWV)


ASTM B 251; ASTM B 306

Polyvinyl chloride (PVC) plastic

pipe (Type DWV, SDR26,

SDR35, SDR41, PS50 or PS100)



CSA-B182.2;

CSA CAN/CSA-B182.4

Vitrified clay pipe ASTM C 4; ASTM C 700

TABLE R4413.2.5SUBSOIL DRAIN PIPE

MATERIAL STANDARD



ASTM A 888

Polyethylene (PE) plastic pipe ASTM F 405

Polyvinyl chloride (PVC) plastic

pipe (Type Sewer Pipe, PS25,

PS50 or PS100)


CSA-B182.2;

CSA CAN/CSA-B182.4

Vitrified clay pipe ASTM C 4; ASTM C 700



TABLE R4413.2.7PIPE FITTINGS

MATERIAL STANDARD


styrene (ABS) plastic pipeASTM D 2468

Cast ironASME B16.4; ASME B16.12;

ASTM A 888

Chlorinated polyvinyl

chloride (CPVC) plastic

ASTM F 437; ASTM F 438;

ASTM F 439

Copper or copper-alloy

ASME B16.15; ASME B16.18;



ASME B16.32

Gray iron and ductile iron AWWA C110

Malleable iron ASME B16.3

Plastic, general ASTM F 409

Polyethylene (PE) plastic ASTM D 2609


plastic


ASTM D 2467;

CSA CAN/CSA-B137.2

SteelASME B16.9; ASME B16.11;

ASME B16.28



CONDUCTORS AND CONNECTIONSR4413.4.1 Prohibited use. Conductor pipes shall not be used as

soil, waste or vent pipes, and soil, waste or vent pipes shall not be

used as conductors.

R4413.4.2 Combining storm with sanitary drainage. The sani-

tary and storm drainage systems of a structure shall be entirely

separate except where combined sewer systems are utilized.

Where a combined sewer is utilized, the building storm drain shall

be connected in the same horizontal plane through a single-wye

fitting to the combined sewer at least 10 feet (3048 mm) down-

stream from any soil stack.

R4413.4.3 Floor drains. Floor drains shall not be connected to a

storm drain.

SECTION R4413.5HIGH-VELOCITY HURRICANE ZONES–

ROOF DRAINSR4413.5.1 Strainers. Roof drains shall have strainers extending

not less than 4 inches (102 mm) above the surface of the roof im-

mediately adjacent to the roof drain. Strainers shall have an avail-

able inlet area, above roof level, of not less than one and one-half

times the area of the conductor or leader to which the drain is con-

nected.

R4413.5.2 Flat decks. Roof drain strainers for use on sun decks,

parking decks and similar areas that are normally serviced and

maintained shall comply with Section R4413.5.1 or shall be of the

flat-surface type, installed level with the deck, with an available

inlet area not less than two times the area of the conductor or

leader to which the drain is connected.

R4413.5.3 Roof drain flashings. The connection between roofs

and roof drains which pass through the roof and into the interior of

the building shall be made water tight by the use of approved

flashing material.

SECTION R4413.6HIGH VELOCITY HURRICANE ZONES–

SIZE OF CONDUCTORS, LEADERSAND STORM DRAINS

R4413.6.1 General. The size of the vertical conductors and lead-

ers, building storm drains, building storm sewers, and any hori-

zontal branches of such drains or sewers shall be based on the

100-year hourly rainfall rate indicated in Figure R4413.6.1 or on

other rainfall rates determined from approved local weather data.

R4413.6.2 Vertical conductors and leaders. Vertical conduc-

tors and leaders shall be sized for the maximum projected roof

area, in accordance with Table R4413.6.2.

R4413.6.3 Building storm drains and sewers. The size of the

building storm drain, building storm sewer and their horizontal

branches having a slope of one-half unit or less vertical in 12 units

horizontal (4-percent slope) shall be based on the maximum pro-

jected roof area in accordance with Table R4413.6.3. The mini-

mum slope of horizontal branches shall be one-eighth unit vertical

in 12 units horizontal (1-percent slope) unless otherwise ap-

proved.

R4413.6.4 Vertical walls. In sizing roof drains and storm drain-

age piping, one-half of the area of any vertical wall that diverts

rainwater to the roof shall be added to the projected roof area for

inclusion in calculating the required size of vertical conductors,

leaders and horizontal storm drainage piping.

R4413.6.5 Parapet wall scupper location. Parapet wall roof

drainage scupper and overflow scupper location shall comply

with the requirements of the Florida Building Code, Residential.

R4413.6.6 Size of roof gutters. The size of semicircular gutters

shall be based on the maximum projected roof area in accordance

with Table R4413.6.6.

SECTION R4413.7HIGH-VELOCITY HURRICANE ZONES–

SECONDARY (EMERGENCY) ROOF DRAINSR4413.7.1 Secondary drainage required. Secondary (emer-

gency) roof drains or scuppers shall be provided where the roof

perimeter construction extends above the roof in such a manner

that water will be entrapped if the primary drains allow buildup

for any reason.

R4413.7.2 Separate systems required. Secondary roof drain

systems shall have piping the end point of discharge separate from

the primary system. Discharge shall be above grade, in a location

which would normally be observed by the building occupants or

maintenance personnel.





FIGURE R4413.6.1

100-YEAR, 1-HOUR RAINFALL (inches)EASTERN UNITED STATES


Source: National Weather Service, National Oceanic and Atmospheric Administration, Washington, D.C.



TABLE R4413.6.2SIZE OF VERTICAL CONDUCTORS AND LEADERS

DIAMETEROF LEADER

(inches)a

HORIZONTALLY PROJECTED ROOF AREA (square feet)

Rainfall Rate (inches per hour)

1 2 3 4 5 6 7 8 9 10 11 12

2 2,880 1,440 960 720 575 480 410 360 320 290 260 240

3 8,800 4,400 2,930 2,200 1,760 1,470 1,260 1,100 980 880 800 730

4 18,400 9,200 6,130 4,600 3,680 3,070 2,630 2,300 2,045 1,840 1,675 1,530

5 34,600 17,300 11,530 8,650 6,920 5,765 4,945 4,325 3,845 3,460 3,145 2,880

6 54,000 27,000 17,995 13,500 10,800 9,000 7,715 6,750 6,000 5,400 4,910 4,500

8 116,000 58,000 38,660 29,000 23,200 19,315 16,570 14,500 12,890 11,600 10,545 9,660

For SI: 1 inch = 25.4 mm,1 square foot = 0.0929 m2.

a. Sizes indicated are the diameter of circular piping. This table is applicable to piping of other shapes provided the cross-sectional shape fully encloses a circle of

the diameter indicated in this table.

TABLE R4413.6.3SIZE OF HORIZONTAL STORM DRAINAGE PIPING

SIZE OFHORIZONTAL

PIPING(inches)


Rainfall Rate (inches per hour)

1 2 3 4 5 6

1/8 unit vertical in 12 units horizontal (1-percent slope)

3 3288 1644 1096 822 657 548

4 7520 3760 2506 1800 1504 1253

5 13360 6680 4453 3340 2672 2227

6 21400 10700 7133 5350 4280 3566

8 46000 23000 15330 11500 9200 7600

10 82800 41400 27600 20700 16580 13800

12 133200 66600 44400 33300 26650 22200

15 218000 109000 72800 59500 47600 39650


3 4640 2320 1546 1160 928 773

4 10600 5300 3533 2650 2120 1766

5 18800 9440 6293 4720 3776 3146

6 30200 15100 10066 7550 6040 5033

8 65200 32600 21733 16300 13040 10866

10 116800 58400 38950 29200 23350 19450

12 188000 94000 62600 47000 37600 31350

15 336000 168000 112000 84000 67250 56000


3 6576 3288 2295 1644 1310 1096

4 15040 7520 5010 3760 3010 2500

5 26720 13360 8900 6680 5320 4450

6 42800 21400 13700 10700 8580 7140

8 92000 46000 30650 23000 18400 15320

10 171600 85800 55200 41400 33150 27600

12 266400 133200 88800 66600 53200 44400

15 476000 238000 158800 119000 95300 79250

For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929 m2.



TABLE R4416.6.6SIZE OF SEMICIRCULAR ROOF GUTTERS

DIAMETEROF GUTTERS

(inches)


Rainfall rate (inches per hour)

1 2 3 4 5 6

1/16 unit vertical in 12 units horizontal (0.5-percent slope)

3 680 340 226 170 136 113

4 1440 720 480 360 288 240

5 2500 1250 834 625 500 416

6 3840 1920 1280 960 768 640

7 5520 2760 1840 1380 1100 918

8 7960 3980 2655 1990 1590 1325

10 14400 7200 4800 3600 2880 2400


3 960 480 320 240 192 160

4 2040 1020 681 510 408 340

5 3520 1760 1172 880 704 587

6 5440 2720 1815 1360 1085 905

7 7800 3900 2600 1950 1560 1300

8 11200 5600 3740 2800 2240 1870

10 20400 10200 6800 5100 4080 3400


3 1360 680 454 340 272 226

4 2880 1440 960 720 576 480

5 5000 2500 1668 1250 1000 834

6 7680 3840 2560 1920 1536 1280

7 11040 5520 3860 2760 2205 1840

8 15920 7960 5310 3980 3180 2655

10 28800 14400 9600 7200 5750 4800


3 1920 960 640 480 384 320

4 4080 2040 1360 1020 816 680

5 7080 3540 2360 1770 1415 1180

6 11080 5540 3695 2770 2220 1850

7 15600 7800 5200 3900 3120 2600

8 22400 11200 7460 5600 4480 3730

10 40000 20000 13300 10000 8000 6660

For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929 m2.

R4413.7.3 Sizing of secondary drains. Secondary (emer-

gency) roof drain systems shall be sized in accordance with Sec-

tion R4413.6 based on the rainfall rate for which the primary

system is sized in Tables R4416.6.2, R4413.6.3 and R4413.6.6.

Scuppers shall be sized to prevent the depth of ponding water

from exceeding that for which the roof was designed as deter-

mined by Section R4413.1.7. Scuppers shall not have an open-

ing dimension of less than 4 inches (102 mm). The flow through

the primary system shall not be considered when sizing the sec-

ondary roof drain system.



TABLE R4413.7SIZING SCUPPERS FOR A 5 INCHES PER HOUR RATE OF RAINFALL

HORIZONTALLY PROJECTED ROOF AREA (SQUARE FEET)

HEAD ININCHES

LENGTH OF WEIR IN INCHES

4 6 8 12 16 20 24

1 230 346 461 692 923 1153 1384

2 641 961 1282 1923 2564 3205 3846

3 1153 1730 2307 3461 4615 5769 6923

4 1794 2692 3589 5384 7179 8974 10769

For SI: 1 inch = 25.4 mm, 1 square foot = .0929 m2.

Note: to adjust this table for other than a 5-inch design rainfall rate multiply the square footage on the table by 5 then divide by the local design rainfall rate.

Example: For 4 inches of design rainfall rate a 4-inch long scupper with a 1-inch head would accommodate 287 square feet. 230 x 5.4 = 287.